HomeMy WebLinkAbout3230 Iris CourtCity of
heatj�Wi�ie
MUNITy DEVELOPMENT
City of Wheat Ridge Municipal Building
January 26, 2018
Owner/Occupant
3230 Iris Court
Wheat Ridge, CO 80033
7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
RE: Previously permitted project plans available for retrieval — Permit 201600548 (Single Family Dwelling)
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.
You may retrieve plans and/or documents between the hours of 7:30 a.m. and 4:00 p.m., Monday through Friday,
at the Building Division offices located at 7500 W. 20 Avenue in Wheat Ridge.
Cordially,
Kimberly Cook
Permit Technician
7500 W. 29th Avenue
Wheat Ridge, Colorado 80033
Office Phone: 303-235-2873
Fax: 303-237-8929
www.ci.wheatridge.co.us
City of
`J`l heat Wgic
COMMUNITY DEVELOPMENT
www.ci.wheatridge.co.as
City ®f Wheat Ridge
Single Family - New PERMIT - 201600548
PERMIT NO: 201600548 ISSUED:
JOB ADDRESS: 3230 Iris CT 06/06/2016
JOB DESCRIPTION: New single family residence - 2772 sf. EXPIRES: 06/06/2017
*** CONTACTS ***
OWNER (303)263-0489 FICCO LOUIS J
GC (303)863-0489 Lou/Mario Ficco 019638 Lou -Mar Construction
SUB (303)797-6576 Rod Quinn 018637 Wizards of Watts
SUB (303)210-9084 Paul Trudell 020636 P & M Plumbing Inc.
SUB (303)466-9882 Rodney Siegfried 150168 Impact Heating & Cooling
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE:
SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0//
*** FEE SUMMARY ***
ESTIMATED PROJECT VALUATION: 620,653.80
Total Valuation FEES0.00
Plan Review Fee 2,845.41
Use Tax 11,171.77
Permit Fee 4,377.55
Engin. Review Fee 150.00
** TOTAL ** 18,544.73
*** COMMENTS ***
*** CONDITIONS ***
JJ: Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and
all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections.
**Separate permit required for elevator install.**
ZW:a. One street tree per seventy (70) feet (or portion thereof) of street frontage to be
placed within the front setback prior to issuance of a certificate of occupancy. b. No less
than twenty-fivo percent (25o) of the gross lot area and no less than one hundred percent
(1000) of the .front yard shall be landscaped.
Contact the Planning Dept. for permitted species and sizes of trees. For one- or two-family
dwellings, the first twenty-five feet (251) of driveway area from the existing edge of
pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar
materials. A right-of-way permit may be required; contact Public Works Department at
303-235-2861. As part of the foundation inspection and PRIOR to the first framing
inspection, a completed, signed and sealed, Foundation Setback and Elevation Certification
shall. be submitted to the City for review. The certification form shall be fully completed
by a Professional Land Surveyor licensed in the state of Colorado, stating that the
foundation was constructed in compliance with all applicable minimum setback and elevation
requirements of the City.
MVN: Prior to project completion or granting of a Certificate of Occupancy, an As -Built
Survey or Improvement Survey Plat shall be submitted to the City.
NSPECTION RECORD Occupancy/Type
1 ,.
INSPECTION REQUEST LINE: (303) 234-5933
Inspections will not be performed unless this card is posted on the project site.
Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.
Inspector Must Sign ALL Spaces pertinent to this project —
Date Inspector Comments
Foundation Inspections Initials
Monolithic Slab Reinforcement
Caissons
Concrete Encased Ground (CEG)
Footing/Stemwall P.E. Letter
Do Not Pour Concrete Prior To Appr
Inspector
Underground/Slab Inspections Date Initials
Electrical (underground)
Sewer Service (Underground) -7 7
Water Service (Underground)Cj
r— ,
Plumbing (Below / In -slab) y7 r�' ' '
Heating (Below / In -slab)
Of The Above Inspections
_ Comments
le . l i?f %irf c K .f_= 1,7
Do Not Cover Under round or Below/In-Slab Work Prior To
Date Inspector
Rough Inspections Initials
Wall Sheathing
Roof Sheathing
Lath / Wall Tie
Rough Electrics
Rough PIu^rbing
Rough Mechanical
Do Not Proceed Without Approval Of Above Rou
roval Of The Above I
Comments
s'� 81 -_)J 1, I' i
Inspections
Rough Framing
Insulation
Drywall Screw /Nail-
Inspector Comments
-
Final Inspections
Date
f'
Initials
M
Final Electrical—
Final Plumbing
Final Mechanical
/ J -7
% r
'—
r�
Roof ---
Final Building / Frame
Landscaping & Parking i Planning Dept. 'S , M Inspections from these entities should be requeste,
one week in advance. For landscaping and parking
ROW & Drainage / Public Works Dept. inspections call 303-235-2846. For ROW and drainage
inspections call 303-235-2861. For fire inspections
Fire Inspection / Fire Protection -Dist. contact the Fire Protection District for your project.
"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.
occupancy Is Not Permitted Until A certificate of Occupancy Is Issued
Protect This Card From The Weather
P,
r
A i CITY OF WHEAT RIDGE
_:�9�Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOT/ICE
Inspection Type:
Job Address: 19,14 C7
Permit Number: y
C- F r \ .
Fr
P� 1Arre0V1 o
r
❑ No one available for inspection: Time AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for r " spe on at 303-234-5933
Date: 6 - i q / ? Inspector:
i CITY OF WHEAT RIDGE
_:�9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: I—V_ I
Job Address:
Permit Number: 201 00 SL R
L)No one available for inspection: Time ? "r C, A eM_
Re -Inspection required: Yes (No ,�
When corrections have been made, call for re -inspection at 303-234-5933
Date: CI � � c)",or--7 Inspector: Zv-) �' `
t
DO NOT REMOVE THIS NOTICE
IC D�,�+6
i CITY OF WHEAT RIDGE
V, Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: Pis I
Job Address: '.L -31D I
Permit Number: c,0 / 6 0 C,
A ee r u \/ -? r)
,�)/) Uw -, J' )Ci 1I
❑ No one available for inspection: Time AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date: Inspector: k4141
DO NOT REMOVE THIS NOTICE
1* � I CITY OF WHEAT RIDGE
- Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
Inspection Type:
Job Address:
Permit Number:
Af- Z
INSPECTION NOTICE
/44 f-1:>
3Z 3v -77r21 5 c7
2�r� ��Stig
❑ No one available for inspection: Time Afy_I/PM4
Re -Inspection required: Yes �,
When corrections have been made, call for re -inspection at 303-234-5933
Date:.2- ° / Inspector:
DO NOT REMOVE THIS NOTICE
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: 'P R
Job Address: 3 a 16. 1 e} S (4
Permit Number: A G I b
.D
Al a 0 0 f
❑ No one available for inspection: Time S AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -f spection at 303-234-5933
Date: Inspector: -
DO NOT REMOVE THIS401TICE
� 4 i CITY OF WHEAT RIDGE a's'-►
Building Inspection Division
/ (303) 234-5933 Inspection line
(303) 235-2855 Office - (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: 14 I S
Job Address: 3 3 Q r h2 ► C-4-,
Permit Number: U f D D C) 54'i<
❑ No one available for inspection: Time
Re -Inspection required: Yes No
* When corrections have been made, call for re -inspection at 303-234-5933
Date: 1 )7 Inspecto 1
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
_:�9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: Q W S
Job Address: 3 O tR is
Permit Number: Do / & O % 5 -�
-ivy
%rn P/qN
❑ No one available for inspection: Time d'/� �YpM
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
Date: ,/ / 2 '�� Inspector:
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
91 Building Inspection Division
�(303)
(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: 1)wC' Orr w4 i
Job Address: 3Z -To T iz i S C 7
Permit Number: 2o16 oOSNB
ShPPr e,,tj 3SC4r-%- ) V,
F
❑ No one available for rion: Time ' 2 AM&
Re -Inspection required: No
* When corrections have been made, call for re -inspection at 303-234-5933
'6A'4( ,
Date: Inspector:W(,(
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
��9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE Inspection Type: f • k._r / AS . 1194 S
Job Address:
Permit Number: O 16 � O S L/ 8
❑ No one available for inspection: Time AM/RV
Re -Inspection required: Yes No
*When corrections have been made, call for re -inspection at 303-234-5933
Date: .+ Inspector: J
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE ;
9Building Inspection Division
�r(303)
(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: L. I , /vl,2 If i I r G /+ 5 A
Job Address: -30 -TA/5 Cr
Permit Number: 20/ (a C)0 S `( 9
6) � zL z t'A m -A-/ f/cn \j4 ANA ga(_k
Al et D Sy rn,aSa N t'e cN cc -/orLc - o GX4 7-
11 Ao/Eet AL 14avi pit _
(21 AP-PRa21n
Cn , Approv< p -
R F �' u or A nP Ruvr.►1
E /c (4 it c rA- 4P h p n p g u v tp
❑ No one available for inspection: Time ? U AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date: Inspector:
DO NOT REMOVE THIS NOTICE
CCEN;i!1*N-ETjR clLE
,X
3828 South Lowell Boulevard, Denver, CO 80236 3013 8 8 3 - 4 10 2
PROJECT O:16-01544
August 2, 2016
larulm'-w MwIMM-M
128
`114 Drive
Golden, CO 80401
SUBJECT: Foundation Construction Observations
3230 North Iris Court, Lot 10, Applewood Preserve, Filing 2, Wheat Ridge, Colorado
maim=
Nam
191az=#uw 5 0:11 IM
Date: June 16. 2016
Reinforcing Steel Observation
Reinforcing steel placement in foundation wall forms at the subject location was obsery
and found to be constructed in compliance with the referenced plans and accepted
construction standards. I
Observed By: Baan Conkle
UFER Electrode:
Date: June _23_,,_2_016
UVElk—eFecMU(te requirements o 1, - 1� minimum leng . or nigger oat I '' I 1
cover of 2" in foundation wall forms at the subject location was observed and was
Observed By: BDLan Conkle Date: June 23,,2016
Please contact us if you have questions concerning this inforniation.
Conkle Incorporated,
Bryan L e Conkle, P.E.
35245
Elam
Perimeter in had a slope of approximately 1/8 inch per one foot of perforated pipe. Based on our
inspections, foundation perimeter drain was installed as per plans and specifications. The temporary drain
installed to divert ground water from the site was left in place as an additional drain system. The damp proofing
was applied to the exterior of the foundation wall and covered the wall up to the final backfill grade.
We appreciate and wish to thank you for the opportunity to be of service to you on this project. If we can
be of additional assistance, please contact us at (720) 230-193 1.
Very Truly Yours,
Triax Ess Oneerik
11 1 6 # #
Numumalt
L
'N.
City f tip;
W.�€.clLg
g
CC7rvl, ttJt�iiTy EvF t "r t r i i Ptawpenrnit #
Building 8 Inspection Services Division � �
7500 W. - Ave.; Wheat Ridge, C 80033 Plan R vtat
Office: 303-235-2855 * Fax; 303-237-8929
Inspection Line: 303-234-5933
Email: 2ermits@ci.wheatrideco.us
_q -
Building Permit Application
Property Address:
Property Owner r pled eprint): t Phone:'03Cel
Property Owner Email; 0 c) r11Ck
Mailing ,Address: (if different than property address)
Address; � ,
ry ) 6 r . Sic _
C ri ; State, i $.
ct wZir
-�,L,
JAr h te+ctlEng mer E -, is Phone. H ��
contractor: z c . -
Contractors City # ens r » ` gnj Phone.- .
Contractor —mall Address. c ~
Sub Contractors*.
Electrical: V) L't, Plumbing: Mechanical: i 4 cl:
W.€ , City License # C) V6 3 7 W, R. City License # W.R, City License # 15016
Oth&'City Uc ns d aub: .6t ei City License ' d,Sb:
City License #' . ° a ' City lcense #
Complete all information cin BOTH sides of this for
EW RESIDENTIAL STRUCTURE COMMERCIAL ROOFING
OMMERCIAL ADDITION RESIDENTIAL
RESDENTIAL ADDITION WINDOW REPLACEMENT
COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
MECHANICAL ..aw I,l REPAIR REPLACEMENT
PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
ELE�CTRICALSYSTEM/APPLIANCE REPAIR
k ! y.• REPLACEMENT Y {
w *. t
r"=.
Sq. FULF 2 -7-7Z 13t Stu's Gallons
Amps Squares Other
X, ley'r
�Fe 36
4 City of SINGLE' FA MIL YID UPL EX
WhCLC at 1�,Ldge DCIII; DINGPERA11 T A PPL ICA TION RE VIE W
PUBIWORKS
Date:_4,t(4P__
Location:
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the comments cliecked below.
1. -A/ Drainage:
a. Drainage Letter & Plan required: Y es No
b. Site drainage/grading plan have been reviewed and are: :70K — of to
stipulations.
1 Public Improvements required & to be completed with project:
a. street paving/patching: — Yes No — Completed
b. curb & gutter: — Yes No — Completed
c. sidewalk: Yes No _ Completed
d. Other (specify): Yes No — Completed
For items not constructed, the amount of funds taken in lieu of construction:
3. _34 Does all existing roadway/alley R.O.W. meet the standards of the City: AL Yes No
If not, what is required?
If R.O.W, is required, has the deed been received: Yes No (see Note below)
NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy.
4. APPROVED: The Public Works Department has reviewed the submitted material and hereby approves
this Permit Application, sjJect to the stated requirements and/or attached stipulations.
SigJ1eA"—VAA
2
itnri, Mark Van Nattan Dail
5, 10 NOT APPROVED: The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the stated reason(s):
Signature Mark Van Nattan
6. AL Stipulations
Date
7, _y/_ A Drainage Certification Letter accompanied by As -Built plans from the Engineer -of -Record shall be
required prior to the issuance of the Certificate of Occupancy.
8. NOTE: ANY DAMA(;E TO EXISTIN(i PUBLIC IMPROVEMENrS AS A RESULT OF PROJECT
CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERM171"PRIOR TO ]-HE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY.
City of
tsttl..1C WORKS
City cif l heat Ridge Municipal Building " 500 W29'x° Ave, rheat Ridge, CO 0033-8001 P: 301235.2861 E 303251857
PUBLIC WORKS DEVEL-OPNI[ENTVIE " FEES
Date:
Location of Construction:
ction:
Purpose ofC Construction:
Single Family Commercial Multi -Family
1' s
(Required of all projects for document processing)
omruercia trtti-Err 'l eXi w ees>
Review of existing or minimal technical documents ......... .......... $200.00
Initial review' of technical civil engineering documents
(Fee includes reviews ofthe I' and 2nd submittals): . ......... .......... $60000
Traffic Impact Study= Review Fee:
(Fee includes reviews of the I' and "d submittals) . .. ......... ....:..... S.500.00
Trip Generation Study Review Fee: ......... ......... $200.00
OWN-TAWAM
S
S
' Face Application will be reviewed by staff once and returned for changes, drafter review of'the second submittal changes have
riot been made to the civil documents or the Traffic; Study as requested by staff, further reviews of the Application will be subject
to the following Resubmittal Fees;
Resubmittal Fees:
3'd submittal (fa initial review fee): . . . . .......... ......... ......... .....:... 0000
4'° submittal (full initial review fee) :.. ......... ......... ......... ......... $600.00
All subsequent submittals: ................... ......... ......... $600.00
(Tull initial review fee)
TOTALVIE (due at time of Building Permit issuance):
PLEASE CITE I"I A'T` IN ADDITION `O THE ABOVE FLEES, THERE WILL BE ADDITIONALLICENSING
AND PERMITIJNG FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC;
RIGHT -017 -WAY,
W rqctc
' ti 111, 1 C Wit K s
City= of Wheat Ridge Municipal Building 7500 W, 290' Ave. sheat Ridge, CO 80033-8001 lir 303,235,2861 : 303.235,2857
NOTIFICATION PUBLIC E S RESTORATION
DATED: ADDRESS:
DearContractor:
In conjunction with the approval of the building it application for the above referenced
address, this letter is to inform you that all existing public improvements located along the
frontage of said address shall be restored, (if damaged from related construction) to an
acceptable condition, as determined by City of Wheat ridge public Works Department, and prior
to the issuance of Certificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct ars onsite
inspection to determine the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 303,235,2864.
Sincerely,
David F. Brossman, P.L.S.
Development Bedew Engineer
CC: File
Rev 2108
M *JTT1
Address: 3� � i �� C, T Zoning: R-- 1
Lot Size: -'�
(,, sq. Lot Width: c>
Property in the flood plain?A
If yes, add surveying condition FLD.
Type of project
N
I
At permit, we need: Survey at foundation: Sorvey prior to
ISPILC or site plan none if in floodplain�("
ILC and site, plan yes (FND) if w/in 2' of setback (NRS)
# #
Required Setbacks: FR S S R
V0,M)a-
Provided Setbacks: FR C? S /5, S 2- (,o R 1 `--a Appr)OVC-0,
, V'%A� CIA� , '$C 0
For additions or new construction, is the structure within 2 feet of minimum setbacks?
If yes, add surveyinn condition FNID,
-2
Maximum Height: ft. Maximum Size: (o so.
Proposed Height: ft. Proposed Size: L4 sq.
Parkdand: If the permit is for new construction, have parkland dedication fees been paid?
If no, add condition PFEE, notify owner, and notify b il ing division.
Streetscape., Does the permit result in any of the following conditions?
LJ Construction of new roads Ll Platting of new lots
I* New development Ll Additions that increase floor area by 60% or more (see fonnula)
(proposed floor area —, -1 existing floor area__ ) / existing floor area --- = inc.
If any box is checked..
SF/DUPLEX—Is there existing ACurb Gutter'*5-foot sidewalk adjacent to the property`?
If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required.
MULTIFAMILY—Does the frontage meet current city standards?
If not, streetscape construction or fees -in -lieu will be required.
Fees -in -lieu of dedication or construction are due at the time the pertnit is issued,
I - 11 Of
�W at*
ie ICrnOMAAMUNITY DEVELOPMENT
City of'Wheat Thede ,'Vitinicipal Building 7500 W. 29'°'Ave, Wheat Ridge, CO 80033-8001 ll: 301235,2846 F: 303,235,2857
Sec. 26-205. Residential -One District (R-1).
A. Intent and purpose: This district is established to provide high quality, safe, quiet and stable low-density residential
neighborhoods, and to prohibit activities of any nature which are incompatible with the low-density residential character,
B. Development standards,,
Notes:
(a) Front setback reductions may be allowed in accordance with Section 26-611,
(b) Any side or rear yard which abuts a public street shall have a minimum setb# ar all structures,
(c) Front setbacks for structures on lots or portions of lots which abut cut -de -sacs may be reduced to ten (10) feet for
those portions of lots which abut a cul-de-sac bulb, (See Figure 26-123,3 at the end of section 26-123)
(d) See Section 26-625 for additional regulations pertaining to accessory buildings.
(e) Fifteen -foot setback for the first story and five (5) feet for each additional story,
(Ord, No, 2001-1215, § 1, 2-26-01" Ord. No. 1313, § 1, 10-27-03; Ord, No, 1448, § 2, 8-24-09)
7500 West 29th Avenue City Of
Wheat Ridge, Colorado 80033
rWh6atrc,t�["
303.235.2846 Fax: 303.235.2857
WHEREAS, in application for a variance was submitted for the property located at 3230 Iris Court
referenced as Case No. WA -1 -0 Ficco, and
WHEREAS, City staff found basis tor approval of the variance, relying on criteria listed in Section
26-115 of the Wheat Ridge, Code of Laws and on information submitted in the case file, and
WHEREAS, the Community Development Department has properly notified pursuant to Section
26-109 of the Wheat Ridge Code of Laws; and
WHEREAS, there were, no registered objections regarding the application;
NOW THEREFORE, be it hereby resolved that a 650 square foot building coverage variance from
the 25% maximum for a one -family dwelling in the Residential -One (R-1) zonc district resulting in
a 29.5% building coverage (Case No. WA -I 6-05 / Piece) is granted for the property located at
3230 Iris Court, based on the following findings ffact:
I . he variance would not alter the essential character of the locality.
1 The applicant is proposing a substantial investment in the property that may not be possible
without the variance.
3. The request would not be detrimental to public welfare.
4. "Mere appear to be circumstances and conditions present in the neighborhood, not unique to
this property, necessitating the variance request,
5. No objections were received regarding the variance request during the public notification
period.
With the following conditions:
1. "I le addition shall be consistent with the architectural representations shown on the
submittal, or other as approved by Staff,
K en
ennet JZin;Zsitone,_ Date
,lot)
Communi Develop entDirector
�w
i(h
at
CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 jr.303.235.2855, f 303.237.8929
111111 1111 Jill iiiii E IIIIJ III llllllll� Jill IIIIIIIII lJ 111 I'll I I I III �lill IIIIII III III
WE
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processed.
Dat e:
6,
Name of Firm/ Individual submitting documents:
Project Type/ Description:
I, im
escription.-
im Dahlin, Office Manager am a duly authorized representative of the agency
indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary
for review and approval of the project indicated above,
ert re re r4ted: (Please check one)
* West Metro Fire Protection
* Arvada Fire Protection
* Wheat Ridge Water District
* Consolidated Mutual Water Distri
* Valley Water District
* Denver Water I
* Wheat Ridge Sanitation District
* Clear Creek Sanitation District
* Fruitdale Sanitation District
,-v"Westridge Sanitation District
o Other
Agency Notes: The referenced address is within the boundari��s of the Westridge Sanitation
District. The District can serve the proposed development of this site subject to
compliance witb all applicable District Rules & Regulations and subject to availity of
downstream capacity at time of formal application.
Signature:Dat e:
(Agency Representative)
at Ra're
CITY OF WHEAT RIDGE BUILDING AND INSPECTIONSERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855J 303.237.8929
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of submission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processed,
Dat e.
OEM=
Name of Firm/ Individual submitting documents, /L2.-, — 4WI,
Project Type/ Description:
MEESM
)t PTU M W-e1LLfU—' am a duly authorized representative of the agency
indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary
for review and approval of the project indicated above.
(Please check one)
* West Metro Fire Protection o Wheat Rdge Sanitation District
* Arvada Fire Protection o Clear Creek Sanitation District
* ,Wheat edge Water District o Fruitdale Sanitation District
V Consolidated Mutual Water District o West ridge Sanitation District
* Valley Water District o Cit her
* Denver Water
3
Sig nat u re:il�L&L _V
t— , LA—, Date:
Agency Representative)
k � , , % SResidential PlanReview
d N'. i A a A p g 'e h A,
Address:
rens: a,+
Permit :
Date;?0
Contact: %wSaorv,CLw
671
jurisdiction:
n; {Building
Type: Plan # or Model:
G?rSFD
0 Duplex CD ester
O Repeat
Cade Edition., 017-- J VC-
CD TC?wa3home Custom
Additio 3
NIA Compliant
Non-
N/A
Compliant Non-
2Ln liant
2T dant
1. Provide a 1-3l8"" solid door
1. Provide required natural
...self -dosing, Self -latching
light and ventilation for
between residence and
habitable rooms 8303).
ora e. (R-3015.1
2. Provide mechanical
2. Provide permanent landing
exhaust ventilation for
at exterior doors. (8311,3,1)
03
bathrooms, water closet
3. Doors Shall not open
rooms, laundry room, and
directly between a sleeping
kitchen, ducted direct to
room and a garage. a
outside (11303.3, M1 5U.2).
(8302.5.1)
C
3, Provide attic ventilation
. Shower doors shall have
C
per (8806.1) unless
safety glazing; hinged shower
insulation Is applied on the
doors shall open o ard.under-side
of roof
(8308.4.5, P2708.1)
sheathin (8$06.5 fk5).
5. Provide and identify all
NAA
Compliant Non -
required safety glazing.
C2T Ilant
6. Indicate emergency escape
=d1mensions
and rescue openings in
ar,
basements and bedroomis, °`
. Shaw guardrails where
o
(8310.1)
re uEred (8312.1, ,2}.
>0
7. Direction of door swing
`
3. Provide a Boor or
must be shown (8311.3.2 ?.
landing at the top and
8. Provide size of each
bottom of each stairwayy
window and type of
(8311.7.6),
operation. (8304.1, 310.1.1-
a
4. Provide code complying
`
stairways, address tread
L
9. Window & opening flashing
and riser dimensions per
per (1(703.8).
w
e crf stairuva (831 l .7).
5. Provide stairway
10. (lazing maximum -
g
°L"
illumination er 8303.7,9},
factor 0.32 (TNI 102,11),
6.. Stairway maximum 12°
11. Opaque doors separating
vertical rise between
conditioned and
floorllandin (8311,7.3).
unconditioned Space-
N/A
Compliant Non -
maximum U -factor 0.35.
Corgi Bane
(TN1102.1.1)
1. Provide manufacture,
12. Skylight - maximum U-
model number and ICC
factor 0.55. Provide
'
report or equal for each
manufacture and ICC -ES
fireplace, Install per
nEamber, (Tid11f12.1.1)manufacturer's
installation
LL =
instructions (111002,1004,
Fa s
a*t"
;A
1005).
tAedam'
C.9
. Unvented gas logs shall
not be Installed in a factory
it0
c
L
built appliance unless
listed for that use
Braced/Shear Wall Plan
N/A Compliant Non -
N!A Compliant Non -
(Cont.)
Compliant
Com lfant
1. Show ceiling heights for
on foundation plays
all rooms, spaces and
(8642,11, t).
hallways (11345). Basement
. Show and Identify each
68"
foundatson fan (11443.1.6)
2. Provide minimum
, Provide Wood -Stud wall
clearances from centerline
Engineering Analysis for
of water closets to finished
HI h (i. 8642.3 ()}.
wall, cabinets, and other
0
NSA Cornpilanc
pllumbinfixtures (8.347.1,
LL
P27051). :
building, typical front back,
3. Gypsum Board applied
0)
to a ceiling shall be 1/2"
2. Provide building heights
when framing members
"
3, label all exterior surface
are 16" o.c. or 5/8"when
building materials (R743).
framing members are 24"
o.c. or use labeled in'
4. Provide manufacture,
sag -resistant gypsum
cls
ICBO/ICC/NER Report
ceiling board (Table
Number for stucco, roof
11742.3.5 (d)).
materials, stone veneer
(R743.7).
NrA Complianton^
S. Provide weather
Corry 4lant
flashing/proofing and
1. Manufacture*s
exterior wall
Installation Instructions, as
8743.1, 743.2, 743.8,
required by this coder shall
0
NTA Compliant No11 n.
be available on the job site
Cern Bart
at the time of Inspection
buildin7 cross sections.
(8146,1.2).
. Cut cross-sections can
r
2. RANGES ANi
foundation, floor and roof
v'
C€ OKTOPS. Show note on
. Foam plastics shaft be
plans. Provide a listed and
separated from attics and
approved range and/or
ca`awl aces (113 fi 6.4�
tA
cooktop unit Installed in
C)
bl king on each section
accordance with the listing
(R642.).
and with the
S. Show height
'c
in
manufacturer's Installation
section,
Instructions. VERIFYAND
6, Label all roams, spaces,
MAINTAIN REQUIRE}
and hallways on each
ao
HORIZONTALAND
CL
7. Provide and reference
VERTICAL CLEARANCES
key structural details for
ABOVE THE FINISHED
critical connections for
COUNTERTOP SURFACE
LL
BEFORE ORDERING OR
INSTALLING CABINETS- 4"
perM1901.1,
NIA Compliant Non-
Com !nt
1, A complete
braced/shear wall plan Is
required and must
reference a braced /shear
--
wall schedule at each
braced/shear wail location
(12642.14).
�-
2. Braced/Shear wall
m,+
schedule to include
anchor bolts, holdowns,
studs and spacing,
sheathing and nailing
(T.642.(1)), (8443.1.6,
443.1.61).
3. Address'altemate
7
braced wall panels' per
(8642,14.6).
Braced/Shear Wall Plan
N/A Compliant Non -
(Cont.)
Compliant
4, Coordinate post
# tions with holdowns
on foundation plays
(8642,11, t).
. Show and Identify each
required holdown on
foundatson fan (11443.1.6)
, Provide Wood -Stud wall
Engineering Analysis for
bearing walls Over 14 Feet
HI h (i. 8642.3 ()}.
-Wo-n«-
NSA Cornpilanc
Corn pant
1. Elevation drawings of
building, typical front back,
left, and right are required.
2. Provide building heights
and dimensions,
"
3, label all exterior surface
building materials (R743).
C>
4. Provide manufacture,
model number and
cls
ICBO/ICC/NER Report
Number for stucco, roof
materials, stone veneer
(R743.7).
S. Provide weather
flashing/proofing and
exterior wall
penetrations/openings; per
8743.1, 743.2, 743.8,
NTA Compliant No11 n.
Cern Bart
1. Provide minimum two
buildin7 cross sections.
. Cut cross-sections can
r
foundation, floor and roof
v'
taming plans,
. Foam plastics shaft be
"
separated from attics and
ca`awl aces (113 fi 6.4�
tA
4, Shaw required fire
C)
bl king on each section
(R642.).
S. Show height
in
dimensions on each crass -Vol'
section,
6, Label all roams, spaces,
and hallways on each
section.
7. Provide and reference
key structural details for
critical connections for
cross-sections.
Foundation Plan (Cont,)
N/A Compliant Noes-
tom rant
1. 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> sheathingwhere
id/a Ceampliarat Ntn'
.¢[..jt
.`
re ulnad (R#6l++if.
1 Qm liant
3. Specify on plants, interior
wall materials (R702).
4. Specify on plans, Interior
wall construction, coverings,
and backings for the and in
wet locations LR702,1)-
5. Provide weep screed and
dimensions from soil and
sued surfaces (71,)3.6.2,1),
6. Provide nailing schedule
(8602.3 (1)).
. Identify flocir-torfloor tie,
N/A compliant Non -
mechanical connectors,
Com liant
1. For single-family custom
submittal, provide a sails
report stamped by a licensed
en finer,
2. Provide a complete fully
dimensioned and detailed
foundation plan,
3, address foundations
drains er R4C},1,
�"°
CL.
4, address foundation damp
roofln (R406.1).
5. Show isolated footing
dimensions and reinforcing
ti
(Table 8403.1 amended).
6. Shaw note: Exterior and
interior footings shall bear
06
minimum 15 Inches below
CL
undisturbed Soil or engineers
o
certified compacted fill (Table
0
R 4103.1).
7. Show required reinforcing
c:
steel for all footings and stern
✓�
(R
S. Reference a complete set
of structural details, footing,
stent, turndown, pad footing,
cast at stem.
9. Clearly show, dimension
and detail interior bearing
footings and shear wall
focatln s.
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
�r
foundation plan (R403.1.6).
Foundation Plan (Cont,)
N/a Compliant Non-
Ct?m liant
12. Show and detail building
retaining walls and basement
and foundation walls,
lncludln drama e (84#15.1 }.
13. Provide any/all slab
elevations,
id/a Ceampliarat Ntn'
1 Qm liant
1. Provide a complete fully
detailed 'floor and/or roof -
framing plan (RI 06 ).
2. dearly identify all framing
members, including
posts/columns, headers,
beams, joist's, and trusses
(R1 t}6).
3. Clearly show each required
past and size, coordinate with
foundation an,
. Identify flocir-torfloor tie,
mechanical connectors,
identify all truss/joist hangers,
identify beam to post
mechanical connectors.
S. Provide reference for each
beam to past„ beam -to -beam,
and girder to beam
connections,
6. retail typical tru joist to
wall, bears, and girder
CL.
connections.
7. Truss design dra 'ngs are
required, no later than by
rough frame inspection per
ti
8802.10,1.1,
3. Show lateral full height
blocking at braced/shear wall
06
line for joists, rafters and
S.
trusses.
o
9. Framing details shall reflect
iia.
ares of framing members,
trusses flat and sloped, 1 -joists,
dissension lumber rafters and
✓�
an other to be used,
10. identify stair mechanical
attachment at top and bottom.
11. Framing members to
accommodate masonry
fireplace clearances to
combustibles (Table R1001.1).
12. Provide detail showing how
lateral forces are transferred
from roof diaphragm into shear
wall.
13, Identify all trusses used as
drag struts, and shown beads on
fi amm Dian,
14.. Framing remembers to
accommodate mechanical
�r
equipment requirements ifi
installed in attic.
Mechanical Plan (Cont.)
N/A Comphant Non -
Non -
Compliant
Provide the following
8, Duct systems serving
structural engineering
calculations:
o
a. Gravity loads analis.
ventilation equipment shall
tj
b. lateral loads analysis.
be installed in accordance
c, retaining wall
calculations engineered
over 41.
.section and ACCA Manual
d. Provide special
D or other approved
insoections Der IRC Ch. 'f 7.
methods (M1601.1)
NIA Compliant Non -
Compliant
1. Show mechanical
air ducts and registers (18C
equipment and water
heaters on 18 -inch
platform If placed In
10. Supply and return
garage or room with direct
ducts shall be Insulated to
access to garage
(M1307.3).
2. Provide combustion air
floor trusses shall be
and show hi and low vent
Insulated to minimum R-6
opening sizes for gas fuel
%
appliances located in
confined s aces (t�2407).
NIA Compliant
3. Provide and reference
approved detail for gas
Compliant
piping to gas island
cookto (%2415.14).
Electrical Plan (IBC 1117.2).
4. Provide kitchen exhaust
fan vented direct to
. Provide fully noted plan
outside (Ml 507.2 amend.
r
T_,M1 07_.4), _
CL
receptacles, light fixtures,
AFUE (Annual Fuel
switches, exhaust fans,
Utilization Efficiency) for
weatherized gas heating
equipment Non-
t
weatherized equipment
(E3703, E 90 i ).
minimum
(r,N1 0 .5.2 ( 9
6. Provide minimum 13
symbols legend.
SEER (Seasonal Energy
Efficiency Ratio) for air
4. Shown and label all
conditioning equipment
((T.N1105..2 (1) h).
7. Provide HVAC
/GFCI receptacles
equipment sizing
(E3901.2t E3902, E3903).
calculations.
Pleating and cooling
equipment shall be sized
required AFCI circuits
In accordance with ACCA
(E3902.12).
Manual S based on
building loads calculated in
accordance with ACOA
Section E3901.1,125 volt,
Manual] or other
15« and 0 -ampere
approved calculation
methodolo les 011103.6}.
Mechanical Plan (Cont.)
N/A Compliant
Non -
Compliant
8, Duct systems serving
heating, cooling and
ventilation equipment shall
be installed in accordance
with the provisions of this
.section and ACCA Manual
D or other approved
methods (M1601.1)
. Shaw supply and return
air ducts and registers (18C
107.2.1 amend).
10. Supply and return
ducts shall be Insulated to
a minimum R-8, Ducts in
floor trusses shall be
Insulated to minimum R-6
(N1103.2.1).
NIA Compliant
Non -
Compliant
1. Provide a complete
Electrical Plan (IBC 1117.2).
. Provide fully noted plan
showing, all required
receptacles, light fixtures,
switches, exhaust fans,
smoke detectors, service
panels a�^n+�yyd sub -panels
(E3703, E 90 i ).
. Provide notes acrd
symbols legend.
4. Shown and label all
required %FCI and
/GFCI receptacles
(E3901.2t E3902, E3903).
5. Show and label all
required AFCI circuits
(E3902.12).
6. In areas specified in
Section E3901.1,125 volt,
15« and 0 -ampere
receptacles shall be listed
tamper-resistant
rece facies (E4002.14).
7, Provide minimum 75%
high efficacy lamps
( 10104,1)„
8. Show and label all
WP/DP lighting fixtures as
SUITABLE FOR WET OR
DAMP LOCATIONS
accordin (E4001.7).
9. Show and label all
smoke detectors and
carbon monoxide
detectors per 8314 8t
Rai 5.
Energy Requirements
N/A Compliant Non -
NtA Compliant bion -
Compliant
4. At least one thermostat
Compliant
shall be provided for each
1. Provide a single line
separate heating and
gas -piping diagrams
5. A minimum of 75
Include all gas burning
percent of the lamps In
appliances and BTUs of
lighting futures shall be
each appliance, show pipe
high -efficacy lamps or a
types, lengths and sizes
the permanently Installed
from gas meter to each
°
branch line and to each
lam s. (N1104.1).
a Bance (G2413, G241 A).
6. recessed luminaires
2, Do not place gas piping
,
thermal envelope shall be
under slab (G2415.14),
sealed to limit air leakage
3. Provide approved detail
unconditioned spaces. Al
for gas piping to kitchen
recessed luminaires shall
island gas cook tap
having an air leakage rate
(G2415,14).
not more than 2.0 ... All
4. Provide minimum R-3
be sealed with a gasket or
Insulation to hot water
caulk between the housing
i es(N113.4)0
ceiling covering.
. Show all drainage/sewer
(N1102.4.4),
piping materials (Tables
CL
P30021, P3002.2),
that meets the requirements
6, Provide low flaw
other approved means of
plumbing fixtures
ventilation. Outdoor air
(P29012).
have automatic or gravity
7. Provider f drains anr!
dampers that close when
over-flow/scuppers
o eratin , N 1103.5 .
( 3.).
$, The building or dwelling
3. Storage -tank type water
rifest as having an air
heaters shall be Installed
leakage rate of not
with a drain pan and drain
hour. Testing shall be
line (P2801,5),
conducted with a blower
3. WH -pan drain-ilne shall
inches w.g, (50 Pascal's).
terminate per (P2801.5.2).
Testing shall be conducted
10. Provide detail showing
(BPI or RESNET Certified). A
fixture count, developed
written report of the results
length, supply and service
the party conducting the
line size, sanitary fixtures,
test and provided to the
line size and attachment
(including backflows)
be performed at anytime
showing conformance to
after creation of all
IPC, A licensed
thermal envelope.
professional may provide
N112.4.1.2
an analysis showing size
and computations
(R`1063).
WA Compliant Non-
compliant
1. Complete and return
EScheck or equal report.
Compliance shall be
E
demonstrated by a
passing score.
(TM 102,1,4).
2. Comply with insulation
requirements.
.N1102.1 A,)
W
3. Comply with
fenestration requirements.
EN1142.1.1.)
Energy Requirements
N/A Compliant Non -
(Cont,)
Compliant
4. At least one thermostat
shall be provided for each
wr°
separate heating and
�:a�lin 5 terra. (N 11 X3.1)
5. A minimum of 75
percent of the lamps In
permanently Installed
lighting futures shall be
high -efficacy lamps or a
minimum of 75 percent of
the permanently Installed
lighting fixtures shall
contain only high -efficacy
lam s. (N1104.1).
6. recessed luminaires
Installed in the building
thermal envelope shall be
sealed to limit air leakage
between conditioned and
unconditioned spaces. Al
recessed luminaires shall
e iC-rated and labeled as
having an air leakage rate
not more than 2.0 ... All
recessed luminaires shall
be sealed with a gasket or
caulk between the housing
and the interior wall or
ceiling covering.
(N1102.4.4),
7, The building shall be
provided With ventilation
that meets the requirements
of Section Nt 1567 or with
other approved means of
ventilation. Outdoor air
intakes and exhausts shall
have automatic or gravity
dampers that close when
the ventilation system is not
o eratin , N 1103.5 .
$, The building or dwelling
unit shall be tested and
rifest as having an air
leakage rate of not
exceeding 5 air changes per
hour. Testing shall be
conducted with a blower
door at a pressure of 0.2
inches w.g, (50 Pascal's).
Testing shall be conducted
by an approved third party,
(BPI or RESNET Certified). A
written report of the results
of the test shall be signed by
the party conducting the
test and provided to the
building official, Testing shall
be performed at anytime
after creation of all
penetrations of the building
thermal envelope.
N112.4.1.2
. Ducts, air handlers, and
fliter boxes shall be seated.
joints and seams shall
comply with Section
M1601.4.1. Provide Duct
tightness testing
conducted by an approved
third party testing agency
(BPI or RESNET certified)
and the signed written
results shall be submitted
to the Code Official prior
to the Building Final.
(N1103.2.2). Duct
tightness shall be verified
by either of the hallowing:
a. Post -construction test.
Total leakage shall be less
than or equal to 4 cfm per
100 square feet of
conditioned floor area
when tested at a pressure
differential of 0.1 Inches
w.g. (25 Pa) across the
entire system, including
the manufacturer's air
E handler enclosure. AN
register boats shall be
taped or otherwise sealed
Cr
during the test. M1601.4
b. Rough -in test. Total
15 leakage shall be less than
or equal to 4 cim per 100
LU ft2 of conditioned floor
area when tested at a
pressure differential of 0.1
Inches w.g. (25 Pal across
the system, including the
manufacturer's air Dandier
enclosure. All registers
shall be taped or
otherwise sealed during
the test, If the air handier
is not installed at the time
of the test, total leakage
shall be less than or equal
to 3 cfm per 100 square
feet of conditioned floor
area.N1103.2.2
10. Supply and return
ducts shall be insulated to
a minimum R-8. Ducts in
floor trusses shall be
insulated to minimum R-6.
(N110321).
11. Provide Minimum R«
insulation on hot water
es. (N11014).
Energy Requirements N/A compliant Non -
(Cont.) Campidant
12. Circulating hot water
systems shall be provided
when the length of hot
water piping or tubing
from the source of hot
water to the furthest
fixture exceeds 21 feet for
a 3A inch line, 32 feet for a
518 inch line, 43 feet for a
16 inch line and 50 feet for
a 318 or less inch line.
(N1103.4.1 }.
CCE
3828 South L o w e II Bo u I e y a r d Denver, CO 80236 (303} 883.4102.
PROJECT NO: 16-0544
May 19, 2016
Ruilibaugh Residence
128 Dekker Drive
Golden, CO 80401
SLJWF.CT': %eatridge Building DLTartment Review Notice
3230 North Iris Court, Lot 10, Applewood Preserve, Filing 2, Wheat Ridge, Colorado
ME=
The single family residence at the subject location was evaluated for Wheatridge Building Department
Review Notice, Numbered items below correspond to the numbers in the review notice.
4. A shear wall plan is specified on the plans. There is a wall schedule, on both of the framing
sheets wider Wall Sheathing Schedule,
Schedule does include nailing patterns and panel thickness. Studs are to be spaced at 16" ox
Anchor bolts are shown on the details page mid no additional anchor bolts are required for any of
the shear walls. hold-downs are shown on the foundation plan,
6. Calculations have been attached to this letter.
Please contact us if you have questions concerning this information,
Conkle Fmgincerin g Inc,,
Bryan Lee Conk -le, P.E,
loft'
r
�
z
N
t
v
t i e `
J.. }
r
A
t
,
�
Y
q
e
VOW
#t
r
y
ti..
Y
y ,w
t
1 4
a
t
141
„
key:w
fiyy„
t
t`
+
a�
m
L ia
w
>
M.
e
u
a
�
m
t
;p'
�n
Moll
lip
. . . .....
h a
t
{ 2
a
d
a
#
$ r==
u
}
ri
icy
l
ems „
S
c.
Ia
s
i
t
i
p
t
e t
�
#
e
a
i
2
r
f
t
e
r,
f
M
F
5
i
y
r
er
q
.
x
�
}
0
Y
t
t
.s
�.mru
»
s
s
4
r '
p �
b
�
r
im >,
+
a,
w
A
r
g
C
Y
_Sp"
.�.s�3 S
chi•^*
y
.i:�"4n q`?'"�.
a'.m�.
_. rCr
t
m'�.
t
�
v c
»
c
r
riw
t
1
0
F'
r r }
F:
i
t
1
y A�
f
y
m
i
r
t
Project # 16-0544
Operator BLG
2006 IPG
2005 ITS
NEN-272
Lateral - Perforated
Speed:
160,
mph Effective Wind Area:
ft
Exposure
d
Mean Hoof Height: 1S
ft
Pressure.
17.6
psf
Down
Factor:
1.21
Factored P
21.3
psf
Hold-down
Front
Floor: main
7/16 O.S.B
8d commons
7/16 O.&B
Wind Blowing Against Front of Structure
1752
LmSTHD8
Wall
Shear Gap,
Wall
Width
Height Height Shear
Adj. Factor
Spec.
Effected
Effected of Wall Force Lenoth
Co
Project # 16-0544
Operator BLG
2006 IPG
2005 ITS
NEN-272
Material
Nally and
Material
Staples and
Hold
Simpson
Wall
Shear
For Nails
Allow Shear
For Staples
Allow Shear
Down
Type
fn/A
Hold-down
Front
464
7/16 O.S.B
8d commons
7/16 O.&B
14 Gauge
1752
LmSTHD8
Wall
2+12 pattern
3+6 pattern
Dining
565
496
Front
289
7116 OS.B
8d commons
7/16 t3.S.B
15 Gauge
1022
LSTHl08
Mall
4+12 pattern
4+6 pattern
Living
350
310
Front
460
7/16 OS.B
8d commons
7/16 O.&B
14 Gauge
2044
ST 1 8
Wall
2+12 pattern
3+6 pattern
Lyhrary
585
490
Front
575
7/16 O.S.B
8d commons
7/16 G.S.B
14 Gauge
3450
STHi 14
Wall
2+2 pattern
2+6 pattern
Bath
585
620
Back
341
7/16 G.S.B
8d commons
7/16 t .S.B
14 Gauge
2044
STHD8
Wall
4+12 pattern
4+6 pattern
Bath
350
365
Front / Back
356
7/16 O.S.B
8d commons
7/16 03.B
14 Gauge
1859
L.STHi38
Lateral Perforated
Speed; 100 mph Effective Wind Area: so ft2
Exposure; c can Roof Height: 16 ft
Pressure', 17.6 psf
Factor; 1.21
Factored R 21.3 ps
Floor. M141n,
Wind Blowing Against Front of Structure
Shear Cap,
Wall Width Height Height Shear Adj. Factor
np.r Fi ert d Effected Of Wall Force Lenges Co
Project # 16-0544
Operator SLC
2006 IRC
2005 ICS
NER-272
Material
Nails and
Material
Staples and
Hold
Simpson
all
Shear
For Nails
Allow Shear
For Staples
Allow Shear
Down
Type
/f
1
/
Ibs
Hold -Down
Left
289
7/16 03.13
8d commons
7116 tO.S.S
15 Gauge
1387
LSTHD8
Wall
4+12 pattern
4+6 pattern
House
350
310
Leh
104
7116 t .S.S
8d commons
7/16 O.S.S
16 Gauge
625
Not Applicable
Wall
6+2 pattern
6+6 pattern
Lybrary
240
170
Left
289
7/16 O.S,13
8d commons
7/16 O&B
14 Gauge
1481
LSTHD8
Wall
6+12 pattern
6+6 pattern
Living
240
245
Right
447
7/16 O.S.B
8d commons
7/16 O.S.13
14 Gauge
2683
STHD10
Wall
3+12 pattern
+6 pattern
Dining
450
490
Left
180
7116 O.S.S
8d commons
7/16 t .S.B
15 Gauge
1077
LSTHD8
Wall
6+12 pattern
6+6 pattern
Garage
240
210
Right
307
7116 G,S.13
8d commons
7/16 03,13
15 Gauge
1840
LSTHD8
IAI-11
n,L-i's--4+-...
Ate. —++—
El
0
Uf- 4o,�,i
m
I
0- 4000 -
"C -TI, - LOAr�w 0-
I
0
NM
cc
Cf
I
0
MiTek USA, Inc.
The truss drawing(s) referenced below have been prepared by MiTck tJSA, Inc, under my direct supervision
based on the parameters provided by Direct Lumber of Colorado,
Pages or sheets covered by this seal: 846968995 thru 846969022
My license renewal date for the state of Colorado is October 31, 201T
Lumber design values are in accordance with ANSIITPI I section 6.3
These truss designs rely on lumber values established by others.
Suitability of truss designs for any particular building is the
responsibility of the building designer, not the Truss Engineer,
per ANSI/TPI-1, Chapter 2.
r-1 April 4, 016
Ong., Chou, Soon
The seal on these drawings indicate acceptance of professional engineering responsibility solely for the
truss components shown. The suitability and use of this component for any particular building is the
responsibility of the building designer, per ANSI,/TPI 1.
4
of
3_" 3,00
M�
LOADING (psti
SPACING-
2-0-0
TCLL X0
Plate Grip DOL
1,15
(Roof Snow=30-0)
Lumber DOL
1,15
TCDL 100
Rep Stress Incr
YES
BCLL 0'
._'0
Code IRC2M/TP12007
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 WW Stud
REACTIONS. (lb/size) 2=159/4-1-6,4=159A-1-6,6=18214-1-6
Max Horz 2=-30(LC 5)
Max Uplift2=,-69(LC 7). 4=-69(LC 7),6=-12(LC 7)
M
CS.
DEFL.
......... . .. T,
in (tic) Wall Ltd PLATES GRIP
TC 0'07
Vert(LL)
-0,00 5 n/r 120 MT20 1691123
8C 0.04
Vert(TL)
O.00 4 rvir 120
WS 0.04
Horz(TL)
0,00 4 We file
(Matrix)
Weight: 13 to FT = 20%
...... .. - ---------- ___ . . ..........
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 or puffins,
BOT CHORD
Rigid ceiling directly applied or 10-0-0 as bracing ......
I- ----------- ----- --------------- ---------- if;bftl'-'-' . ......
MITaic recommendS that aers and required crass bracing
he installed during truss election, in accordance vAth Stabilizer
_,-,_ _
NOTES -
1) Wind. ASCE 7-05,1 100mph� TCDL,=4,-I"f,, 8CDL=4.5psf: h=2511; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C: enclosed; MWFRS (sit
heights); cantilever left and fight exposed: end vertical tell and right exposed; Lumber DOL=1,60 plate grip DOL=I M
2) TCLL: ASCE 7-05; Pf=30,0 hat (flat roof srtriw)� Category ll� Exp C; Partially EV,: Ct--I,l
3) This truss has been designed for greater of min roof live toad of MO psf or 1 .00 times flat roof load of 30.0 psf on overhangs
non -concurrent Win other live toads
4) Gable requires continuous bottom chord bearing,
5) This truss has been designed for a 10,0 psf bottom chord live load noricrincurrent with any other live toads.
C+ -,-Si 9, -0 wide VAII
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) 2, 4, fiL
8) 'Semi-dgid pitchbreaks with fixed heels* Member end fixity model was used in the analysis and design of this buss.
9) See Standard Industry Piggyback Truss Correction Detail for Connection to base truss as applicable, or consult qualified building
designer
Apr) 4,2016
A WAReffic. Verity avepipmwearanitrida"DROMS ON THIS AND 01CLUDEDMIEK REFERENCE PACE AW7473,w 1""W5 BEFORE USE
Dliign valid for kne coily with Mgek* conmctom P* denign is based (xnr, upon payorreeen� shown, and a ta on widwidud buildng Component not
a tRISS System awme use, tt'e nummuj des' nw Must veA�j 'he oppficob&y 0i design rKvtjmnterf aild Wi>pedy incorpmate tnis deskp into the ormaii
Wading ustern, firacnil, andkaced � to pewerq isex-kkwrr of mdivduat otm msb oniusir choni membifs onto , Add6onar tempmary egad pwrixinent bacyv M!Tek'
is arolys rnquke(j for Ooblty cind to rwevent cognpe waif poubie paumf WrAn V and prorWy domage, for gemid Widonc _,qmding The
ANWITMI Quoft CA tela. DSS -89 and Sal sultoling Component i 7777 (deentack Lane
safety eirarmation MQlkscfrom Truss urate kut4kga 218 K Loe Stpwit, Suite 3t 2, Alexand6a, VA 223 t 4. SU40 109
0b. H.k.Ms, CA 95,
I
1 3.0-0 310,0
4X4
LOADING ftxg�
SPACING.
2-0-0
TCLL X0
plot. s'
115
(Root $now -30,O)
Lumber DOL
116
TCDL 100
Rep Stress Incr
YES
BCLL 0,0
Code IRC2009fTP12007
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No,2
OTHERS 2x4 WW Stud
REACTIONS. (lb/size) 2=15914-1-6,4=15914-1-6,6=182/4-1-6
Max Harz 2=30(LC 5)
Max Up4ift2=-69b.0 7),4=-69(LC 7),6-12(LC 7)
M
EM
I
T
CSL
REFL.
. .............
in (loc) Vdeft Ud PLATES GRIP
TO 0.07
VergLL)
400 5 rwr 120 MT20 1691123
BC 0,04
Vert(n)
Oslo 4 rJr 120
WS 0,G4
Horz(TL)
0.00 4 n/a rale i
to FT = 20%
(Matrix)
Weight: 13
... . .......
BRACING -
TOP CHORD
Structural wood sheathing directly applied or 6-" oc eddies.
BOTCHORD
Rigid boiling directly applied or 10-0-0 as bracing,
.............. ,--,-, . ............... .. .......
MiTak recometands that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 qb) or less except when shown.
NOTES -
1) VVmd� ASCE 7-05; 100risph" TCDL=4,5psf, BCDL=4,Spsf, h=25ft; 8=45ft; L=2411L eavezalt Cal. 11; Exp C� enclosed; MWFRS fell
hoqthts)� cantilever left and right exposed; and vertical left and right exposed; Lumber DOL --1,60 plate gnp DOL=1.60
2) TCLL� ASCE7-05; PF=30,0 psf (ftat roof snow); Category It Exp C; Partially Exp., CI=11
3) This truss has been designed for greater of min roof five iced of 16.0 lust or 1,00 times flat roof Wit of 30,0 par on overhangs
non -concurrent with other, rive loads.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10,0 psf bottom chord five load nonwricurTent with any other live loads,
6) * This truss ha& been designed feir a4iye lvat; of 20.6psf on the b-,,ft*Ki ckort in all areas whare a rectang1t 34-0 tall Wy 2-0-0 widextiff
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2,4, 6.
8) 'Semi-rigid pitchbreaks vAth fixed heels" Member end fixity model was used in the analysis and design of this truss.
9) See Standard Industry Piggyback Truss Connection Dotaff for Connection to base truss as applicable, or consult qualified Wilding
designer,
am
WARpeffia. V.W daalrx p....W. ad READMOTES ON THS AND 00CLUDW WTVK REMENCE PAGE AWI*73 nw 14011*15 BEFORE USE
Doetyl Voki fty VW, ONY wm� mff eke connectom This design is tx)wd uny upon pstusfTwters shus, and 4 for an ndwkiud tesxolg Component, n0t
u t u,% system. Be=fore, use, me boding deuguerrnu.V susnN the aprskabiktf of demissworneten and iftorsedy uncoqyoss:Oe this deugn intra the Over
bu'46nQ desqn. lracng iw*cated is to W—ent buck" of dndsvkeys$ tTuz veb and/w cNxd membersonty, AdCftnoi teffPsmy mid per=nent broang 1MiTek'
v aNemn, requted COT Votulty ande' , pte�pnt oolkaruc WO, possb�ks pewnai hiwy and popeffy damoge. For genodguidoncetegardirsg the,
fobdcafion, sfoRW, dekysN, tsreckm and urming of trusses and tfuss, syse)ms, see AN11 Quality Crileda, 035-99, and SCSI lelliding Component 7777 Gresobw* Lane
09
Salary linfoartation ssy04,3bk- from Trus; ?sole. hStRute, 218 K Lee Stuset. Suite, 312 Mexonrl, VA 22314. Sande ritrusHeiaho, CA 95
KM
2x4 k 20 =
LOADING {Ps(}
SPACING-
2-0-0
� CSL
TCLL 30,0 +q
Plate GOP DOL
9.95
TO 0;07'
(Roof Sncrow=30.0)
Lumber DOL
9.95
BC 0.04
TCDL 10 0
Reap Stress in€x
YES
WB 0,04
BCLL 0'0
Code 1RC2 1TP12007
(M4atrix)
.
CCi _ __._,_1St 0--------------
__. --LUMBER-
LUMBER-
TOP
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF X10.2
OTHERS 2x4 WW Stud
REACTIONS, (Iblsize) 2=159(4-1-6,4-159/4-1-6,6=18214-1-6
Max Harz 2=-30(LC 5)
Max Upit 2=-69(LC 7), 4=•63(LC 7j, 6-.i2(LC 7)
FORCES, (lb) - Max. Comp.lMax. Ten. - Ail forces 250 iib) or less except when shown.
DEFL. in (loc) Well Lfd PLATES GRIP
Ved(LL) 400 5 Nr 120 MT20 169!123
Venin) 0.00 4 nir 920
Hord(TL) 000 4 n1a n1a
Weight 13 in FT = 20%
SPACING-
TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc purlins.
BOT CHOR D Rigid ceiling diredly applied or 10-0-0 oc bracing.
µE
I MiTek re efsds that Slabiiizers and required corsts bracing
be installed during truss Erection, in accordance with Stabilizer
t.J._ ..... ._
NOTES-
TCDL=4.Spsf; BCDL=4,5pat h=25k, 8-45t L=24ft; eave=4ft, Cat, If; Exp Q enclosed; MWFRS (aft
Categoryheights); cantilever left and right exposed; end vertical tell and right exposed; Lumber DOL=1,60 plate grip DOL=1,60
2) TCLU ASCE 7-05� Pf=30b list giat roof snow);
3) This truss has been designed for greater of min roof live load of 16,0 PSI or 1,00 times flat roof toad of 30,0 list on overhangs
requiresnon catiourrent voth other live loads.
4) Gable bottom
5) This truss has been ! live road nonooricuffent with any other live loads.
bottomfit between the and any other members,
7) Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) 2,4, 6,
8) *Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
WAR . G - Vinfly dant frinarneted,cad NEW NOTES ON THIS AND INCLUIX0 WEA REFERENCE PAGE M&7473 my 1 5 BEFORE USE..
Dower, w16d Ear a.acta asnN w0h telconnectors The design is o aced onty +spans parnmeten down, and is irn an individud he 9d4,.g component, not
a eurs synern. aidore ksse, 'he bea'tk*9 d%i gnm mast ve,yy thr, opPScarolky of dcrsdgn pararnsneas and Pnapedy incorporate, ift* design into than overa4t
has tiing catkin, Br0e:Mg3 indicated S to gwevent kaiser CTE 8rtit okfrraP teun web and/or chord mezr:b s orky. Additional tesrr porory and pearsn#aerint bFco-in g
as etwaays sells>a<'eci d<ss statrifhy utac! to fwt.venf caEkzrase vnth rasaa:iise< persartcai's~rga,reyy <,rrd L'vra#arw"y damw.rpe.. ! ar ;.riecai p;,aickarta�r repeustany 31x:
kibro, wean, vortai3e, deWeky, ereclon cared twocvnsd of trarsws and amass lyse nrd, sere ANSI/Vit Qvoft CAeft, 0$849 and BOSS Component
Safety mformaltak, avodabd from lnrss Note Ins' fate, 218 K Lee: Skeet, Suite 382. ✓*texorada'kx, Vii 223Sa.
A
Em
I
. ...... ... .... ...... _i,_ If_ +
52.10 4-1#,.2411-2 1 4-11-2 4-3,0 4-3M0 4,3,0 4-5.12 4-914
6.00R 2 6
5xis
5
24
4Y,10
4XIO
4
608 <-'
5x 3
5X8 MMHS � 2
I
4XIO
25 2*4 11
a 9
lax12lih85ti5 `,,
Si
1OX12MIlisri5
12
36 18 3738 Jl'
27 28 29 30 31 21 32 33 3435 J�
23 22 20 19
I2x#41018SK5I0xI2 M18SHS
502 8x8 I0X12MMHS 8X14 I0x12 = 12x2O MMHS
I0X12 =m 15 14 13
502 11 12x20 M18SHS = 502
State = 1 See
LUMBER-
TORCHORD 2x6 SPF I 65OF 1,5E -Except-
8-1Z 2x6 SPF 210OF 1,8E
BOT CHORD 2x$ SPF 195OF 1,7E *Except*
10-15: 2x4 SPF 165OF 1,5E, 16-18: 1.5X7.25 Pic Wiftech LVL 2,0E
WEBS 2x4 SPF No,2 'Except*
2-23;2-22,4-20,9-17:2x4 VWV Stud
6-19,14-16,11-16,12-141- 2x4 SPF 210OF 1.8E, 7-17:2x4 SPF 165OF 15E
12-13: 26 SPF 165OF 1.5E
SLIDER Left 2x4 SPF No,2 54-15
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-15 OC pudins, except
and verficals,
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTION& (INsize) 1=23259/0-" deq, 0-9-2),13=252T7/0-5-8
Max Herz 1=344(LC 16)
Max Uplift I =-6485(LC 9),13=A927(LC 9)
FORCES, (to) -Max. Comp./Max, Ton, - All forces 250 (tb)or less except when shown,
TOP CHORD 1-2=402741115012-3=-37065/10025� 3-4=-369MI0036, 4-24--32567/7940,
5-24=-3245W947, 5-6=-2787416350, 6.7--27867/6351, 7-25=-4178518789,
825�4180818M,8-9=4186618776, 9-10---41808/8677, 40-11�54065/10928,
11-26=-3045416052, 12-26=-31696/6228, 12-13=-245"4815
BOTCHORD 1-27=9685,34359, 27-28=-9685134359,23-28=-9685/34359, 23-29=-9685(34359,
29-30--9685/34359, 22-30=-9685134359, 22-31=-8744/33133 21-31=-8744133133,
21-32=-8744133133, 2(I-32=-8744133133, 20-33---6759/29037, 3,3-34=-6759129D37,
34_35-6759/2903719-35---6759/29037,19-36=-W92129477,18-36=-6092129477
18-37=-6092/29477, 37-38=-6092129477,38-39=-6092129,477,17-39--6092t2N77,
1740=-955614808540-41--958&48276,16-41=-96l6t48463,15-16=-50D/2999,
10-16=-2867tl5564,15-42=-234/1216,42A3�23411216,1443---234/1216,
14-44-396/2157 13-44-39612157
WEBS 2-23�195414735,2-22=-1459/1107,4-22=-296816067,4-20=-6148/2979,
5-20=-304518580,5-19=-797812880,6-19=-545W4129, 7-19-1013511M,
7-17�3001/16942, 9-17=-4821212. 10-17-14828/2843, 14-16=-MI/29952,
11-16=4453/21876, 11-14=1 851813834, 12-14=-5245/2,6773
NOTES -
1) Special connection required to distribute top chord loads equally between all plies,
2) 4 -ply truss to be connected together with 10d (0.131'x3") nails as folkisv&
Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 ric, Except member 8-12 2x6 - 3 rows staggered at 0-4-0
Bottom chords connected as follows: 2x8 - 4 moss staggered at 0-4-0 no, 2xil - I row at 0-9-0 no.
Webs connected as fOlkvws: 2xiS - I row at 0-9-0 oc,
Attach TC wl fir diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc
,&WARNWG-Vivgy design panvinifers and READ NOTES ON THIS ANO MICLUMARTEXREFERENCE PAGE AA4=?4731401WIS BEFORE USE
De�go �c�bd fm user Wvw�h MiTek4coniumtom This deagn is based wily UrM peron*ters shown, cu'd is fpr nn indW1dU0ibtj4s0n9 c0snpwienr, Tsai
'I anapropedy hCO(prvate ftlis, desccl Wo the ovwaik
hw,s system.60fae user, ffm bufdig de�,%;nar mmt vwify tree opishcobMt, 0@ deson peyt)nwo M�
DOW"gdesisp firwirig indicated 4 to r*ewnttxtckrnq of iridividval 4uz web and/or chtwd vnemben only Addffionai rmvirwa(ey and prsmoreM biocing
is c,0.uys mcf0fed kir stobifity and to prevent cNarne with possbW personot irqtoy and prop. edy damage, Fat genmoi qukkvice Ta$.50fdotv the,
k)b,iC0tkm, Storage, defivety, erosWn arxr boscing of truswl and iIuss WO-, Scea AN20PPIl Quatity Criteda, DS4.69 and KSI Sakfint; Component
Safety Infounalifen moiacle from pros Mote hsiihile, 238 N, Lee,5Rrev, Wite 312, Mexardm), VA 223t4,
4
-E--ge,0-74],[l:,3-4-15,0-2-81,[2:0-6-3,0-2-121,f7
-[i-:'d
0-1-4,0-2-121,[10:0-1,4,0-2-01,112:Edge,0,4-121,113:0-6-8,0-2-813[16:0-10-12,0-"],[20.0-3-9,0-6-Ol.
=
= --- - ---------------
--- --- ------- .,____
- - ---- -------
LOADING (call
SPACING- 2-0-0
CSI.
DEFLin {Roc) Udell
Lid
PLAM
GRIP
TELL 30,0
Plato Grip DOL 1.15
TC OM
Vert(LL) -0.65 17-19 >763
360
MT20
1 9F12
(Roof Snaw=30.0)
Lumber DOL 1,15
BC 0,98
Vert(TL) -1.06 17-19 >469
240
M18SHS
1741144
TCDL 10,0
j Rep Stress Ina NO
WB 0,93
Harz(rL) 0.46 13 We
rVa
BOLL 0,0
RM Inn
Code 1RC2009fTP12007
(Matrix)
--Il-,-.11--l'.1-1.
Weight: 1212 Ib
.1-1--l.,-- 111-1.1.__-1-1_--11_1
FT = 20%
LUMBER-
TORCHORD 2x6 SPF I 65OF 1,5E -Except-
8-1Z 2x6 SPF 210OF 1,8E
BOT CHORD 2x$ SPF 195OF 1,7E *Except*
10-15: 2x4 SPF 165OF 1,5E, 16-18: 1.5X7.25 Pic Wiftech LVL 2,0E
WEBS 2x4 SPF No,2 'Except*
2-23;2-22,4-20,9-17:2x4 VWV Stud
6-19,14-16,11-16,12-141- 2x4 SPF 210OF 1.8E, 7-17:2x4 SPF 165OF 15E
12-13: 26 SPF 165OF 1.5E
SLIDER Left 2x4 SPF No,2 54-15
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-5-15 OC pudins, except
and verficals,
BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
REACTION& (INsize) 1=23259/0-" deq, 0-9-2),13=252T7/0-5-8
Max Herz 1=344(LC 16)
Max Uplift I =-6485(LC 9),13=A927(LC 9)
FORCES, (to) -Max. Comp./Max, Ton, - All forces 250 (tb)or less except when shown,
TOP CHORD 1-2=402741115012-3=-37065/10025� 3-4=-369MI0036, 4-24--32567/7940,
5-24=-3245W947, 5-6=-2787416350, 6.7--27867/6351, 7-25=-4178518789,
825�4180818M,8-9=4186618776, 9-10---41808/8677, 40-11�54065/10928,
11-26=-3045416052, 12-26=-31696/6228, 12-13=-245"4815
BOTCHORD 1-27=9685,34359, 27-28=-9685134359,23-28=-9685/34359, 23-29=-9685(34359,
29-30--9685/34359, 22-30=-9685134359, 22-31=-8744/33133 21-31=-8744133133,
21-32=-8744133133, 2(I-32=-8744133133, 20-33---6759/29037, 3,3-34=-6759129D37,
34_35-6759/2903719-35---6759/29037,19-36=-W92129477,18-36=-6092129477
18-37=-6092/29477, 37-38=-6092129477,38-39=-6092129,477,17-39--6092t2N77,
1740=-955614808540-41--958&48276,16-41=-96l6t48463,15-16=-50D/2999,
10-16=-2867tl5564,15-42=-234/1216,42A3�23411216,1443---234/1216,
14-44-396/2157 13-44-39612157
WEBS 2-23�195414735,2-22=-1459/1107,4-22=-296816067,4-20=-6148/2979,
5-20=-304518580,5-19=-797812880,6-19=-545W4129, 7-19-1013511M,
7-17�3001/16942, 9-17=-4821212. 10-17-14828/2843, 14-16=-MI/29952,
11-16=4453/21876, 11-14=1 851813834, 12-14=-5245/2,6773
NOTES -
1) Special connection required to distribute top chord loads equally between all plies,
2) 4 -ply truss to be connected together with 10d (0.131'x3") nails as folkisv&
Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 ric, Except member 8-12 2x6 - 3 rows staggered at 0-4-0
Bottom chords connected as follows: 2x8 - 4 moss staggered at 0-4-0 no, 2xil - I row at 0-9-0 no.
Webs connected as fOlkvws: 2xiS - I row at 0-9-0 oc,
Attach TC wl fir diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc
,&WARNWG-Vivgy design panvinifers and READ NOTES ON THIS ANO MICLUMARTEXREFERENCE PAGE AA4=?4731401WIS BEFORE USE
De�go �c�bd fm user Wvw�h MiTek4coniumtom This deagn is based wily UrM peron*ters shown, cu'd is fpr nn indW1dU0ibtj4s0n9 c0snpwienr, Tsai
'I anapropedy hCO(prvate ftlis, desccl Wo the ovwaik
hw,s system.60fae user, ffm bufdig de�,%;nar mmt vwify tree opishcobMt, 0@ deson peyt)nwo M�
DOW"gdesisp firwirig indicated 4 to r*ewnttxtckrnq of iridividval 4uz web and/or chtwd vnemben only Addffionai rmvirwa(ey and prsmoreM biocing
is c,0.uys mcf0fed kir stobifity and to prevent cNarne with possbW personot irqtoy and prop. edy damage, Fat genmoi qukkvice Ta$.50fdotv the,
k)b,iC0tkm, Storage, defivety, erosWn arxr boscing of truswl and iIuss WO-, Scea AN20PPIl Quatity Criteda, DS4.69 and KSI Sakfint; Component
Safety Infounalifen moiacle from pros Mote hsiihile, 238 N, Lee,5Rrev, Wite 312, Mexardm), VA 223t4,
NOTES
s been provided to
distribute only loads noted as (F) or (8), unless otherwise indicated,
5)TCLL: ASCE 7.05; Pf=3()LO psf (flat roof rmgwi)� Category IL Exp C; Partially Exp.; Ct=11
6) Unbalanced snow loads have been considered for this design.
7) All plates are MT20 plates unless otherwise indicated.
8) This truss has been dosigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads,
9) * This truss has been designed for a I" load of 20.0psf on the bottom chord in all areas where a nictangle 3-6-0 bill by 2-0-0 wide wig fit between the bottom chord and any
other members, with BCDL = f
formula.10) WARNING: Required bearing size at joint(s) 1 greater than input bearing size,
11) Bearing at tombs) 13 considers parallel to Wain value using ANSVTPI I angle to grain Building designer should
12) Provide - ♦ plate
13) 'Semi-figid pitchbreaks with fixed heals" Member end fixity model was used in the analysis and design of this truss,
s
�zwjjsjamr
r
... gmw Iz.. ,,....
LOAD CASE(S) Standard
1) Dead + Snow (balanced) + Uninh b. Attic Storage: Lumber increase=1.15, Plate Increase=l,15
Uniform Loads (pit)
Vert 1-6=-80, 6-12--80, 1-20=-20, 20-34=-60, 34-36=-20, 8=-60, 16-', 83 20, '13-15=-20
Concentrated Loads (tb)
Vert: 22=-1934(B)19'= 2121(8)26=-2629(B)27= 2703(8)28=-1934(8)29=-19 4(B)30=-1534{B)31=-1934(B)32-=-2121(B)33=-2081(B)35=-2121(B)36=-2081(B)
37=_2081(8)38= -2081(8)39= -212188)40= -2121(B)41= -2121(B)42=-2669(8)43=2689(8) 44=-2689(8)
WARNING - Oerfiy dasign pannimitars and READ NOTES ON TM AND INCLUDW Ui7EX REFERENCE PAGE W7473 env: 140"M BEFORE USE i
Design w iuj %x use only .rtTh WeW, connete73aa , This design is based only upon paart3n eters Nhown, and 8 for an individual Wgdhg ccnrponent, not ;
a truo efTlem,. Before uust, the burdo g destgner nous" verity Nae op0cotl4ty of dengn poeoraere'a and pope -" N inconice "e, the design hTo are ovfn aY( `
r
tsraildntq deiign. Bracing tnticated is to prevent backing of A'%t.'Nvifdool fruss wen omflor chtxd members only, Additil noa to m s wont and permanent lonscing Mi t
is oNvoys reasgr ved lot stoinkSy and to p eyGin coikapse with pcxuitatn perrsoncat ktSuY cartd fxWb'*e ty damage.. For general g*'Jance regarok it the
P¢atxvcsst6ast, sPoaczS#ce. UeGvuxay� ewrtactttm nrxJ brac.va;g of ieusse�s ¢ane! traass sYmtamn. sari ANSonu Quality World, DSO -49 and 4C51 BuNding Component ' 7777 Gmenback Lane
Safety information eavoaklidsa PMmr TROSS Note irnfi ute. 218 N Lee Street, Sutra 3i 2 Ale>xcandAm VA 22374. � suits 109
I
........... -----
--
---------- -
- --- -----
2-0-0 1340 340
Us
23 10
22 21 20 114 18 17 16 1s 14 13
3X4 H
LOADING lost)
SPACING-
2-0-0
TCLL 30,0
Plate Grip DOL
1,15
(Roof Snow=30,O)
Lumber DOL
1.15
TCDL 10,0
Rep Stress Incr
YES
BCLL 0'0
Code IRC20091TP12007
CSL DEFL. in (roc} Vdoff Lid
TC 0,37 1 Vert(LL) 406 1 Wr 120
BC 010 i Vett(TL) -0,09 1 n1r 120
WlB 0.14 Hor2,(TL) -0,00 13 n1a me
(mprint)
Weight: 87 Its FT = 20%
LUMBER-
BRACING-
TOPCHORD 2x4 SPF No,2
TOP CHORD Structural wood sheathing directly applied or 6-0-0 do bodies, except
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No,2
end verficals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing,
OTHERS 2x4 SPF No,2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss emotion, in accordance with Stabilizer
n---- ---
REACTIONS. All bearings 16-0-0.
(to)- Max Harz 22=335(L0 8)
MaxUplift All uplift 100 In or less at joinds) 13,15,16,17,18,19,20,14
except 22=-121(1C 5), 21--234(1
6)
MaxGrav All reactions 250 lb or less at joint(s) 13, 15, 16, 17, 18, 19, 20, 21, 14 except 22=429(LC 1)
,NOTES -
1) Wind: ASCE 7-05; 100mph; TCDL=4.5psf; BCDL=4,5psf,, h=25ft; B-45ft; L=24ft, eave=-2ft, Cat. U� Exp C; enclosed; MWFRS (all
heiahts); cantilever left and right exposed; end vertical left and tight exposed; Lumber DOL=1,60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss only, For studs exposed to vAnd (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANS1rrPI 1,
3) TCLU ASCE 7-M P1=30,0 psf (flat roof snow)� Category it Exp C: Partially Exp,; Ct=l - 1
4) Unbalanced snow loads have been considered for this resigm
5) This truss has been designed for greater of min met live food of 46.0 pef or 1.00 times flat roof load of 30,0 W on overhangs
non -concurrent with other live loads
6) All plates are 2x4 MT20 unless offterwise indicated
7) Gable requires continuous bottom chord beadng
8) Truss to be fully sheathed from one face or securely braced against lateral movement Q,o, diagonal web),
9) Gable studs spaced at 2-0-0 on.
10) This truss has been designed for a 10,0 par bottom chord rive load nonorincor1rent with any other live loads.
1-�- - - ; 2.0-0 wide will
fit between the bottom chord and any other members,
16,17,18,
19,2O 14 except Qt=ftd 22=121, 21=234,
13) "Semi-rigid pitchbreaks with fixed heele Member end fixity model was used it) the analysis and design of this truss,
Aox WARvtad, -1t desfii, p,,,meftm Aird IMAD NOTES CWTIVS AND INCLUDED MTEX REFERENCE PAGE 4M7473 Mv 1 1 BEFORE USE
Oesiqn valid for use orify vft Mtrakfir cofirtectors. Th6 deugn is based o* unOn POMMOIM ShOsfffl, Ord is for an inskodtms b0ding component, not
a #rLss sys,em af#oos use, the to 4difrg designer ffwst verify" the appicobAty of desoi Maffmarxs nand poWly aMlxporare Ifts de.0ign into "* 0erahl
is e rtsai,, n U y and p(,wwrnent brocing
reqOmkirt the
bulkling COMP0,10M
P
11 1-g
A -ad 'a
or n I P1--e±e P y
Wn .1, ur d 11. 1-11-1
0 1- of,
T". u
Apdl 4,2016
In'
MiTek'
1771 Greerrbar* Lane
-z
. ... .... ... -1A, 0"'k 19.19 .... ......._.._..-35°75L-111-111
4-7-12 4,44 6-00 4-3-0 6-018 6-4-0
UBMIOSHS Sea* 9;75:5
6X8
6-00 3 i8 99 4
4X4
20
2 5
3X4 H 20
3X4
6
343
ief
10 9
10n12
9A 8.14
4X8MI8SHS = 010 = 4x10 =
LOADING (psQ SPACING- 2-0-0
CSL
TOLL 30,0 Plate Ga)OL I "p I I5
1
TC 019
(Roof Srxyw=30,0) Luills
mber DOL
BC OV
00 Rep Stress four YES
TCDL 100107
WE 0,95
BCLL 00 Code IRC2009fTPI2007
(Matrix)
LUMBER -
TOP CHORD 2x4 SPF No, `Except'
3-4,7-8: 2x4 SPF 165OF 1.5E
BOT CHORD 2x4 SPE No.2 'Except'
5-12:2x4 WW Stud
WEBS 2x4 SPF No,2 *Except*
2-14,3-14,4-14,4-15,6-11,6-10.2x4 WW Stud
REACTIONS, (lb/size) 9=1655/Mechanical, 16=1822/0-5-8
Max Herz 16=-412(LC 7)
Max UpHft9=-348(LC 9),16=-354(LC 9)
Max Grav9=2141(-C 18),16=2274(LC 18)
3,8 = 2X4 11
DEFL in (too) Udell Ltd PLATES GRIP
Vert(LL) -0.3414-16 >999 360 MT20 1691123
Vert(TL) -0,64 14-16 >5a7 240 M18SHS 1691123
Horz(TL) 012 9 hot n/a
Weight: 180 to FT - 20%
......... .
BRACING-
TOPCHORD Structural wood sheathing directly applied, except end vertical.-, and
2" on purfins (3-3-3 max,); 3A.
BOT CHORD Rigid coiling directly applied or 2-2-0 no bracing, Except:
I Row at inapt 5.11
WEBS I Row at rokipt 3. 14, 4-14, 4-13, 2-16
MiTek recommends that Stabilizers and required cress bracing
be installed during truss erection, in accordance with Stabilizer
LYle------ --------- ---------- ----
FORCES. (In) - Max, Comp./Max, Ten, - All forces 250 (to) or tess except when shown
TOP CHORD 2-17=-15261412,3-17=-1352/421, 3-i8-12361412,18-19--1236/412,4-19=-12361412,
4-5=-27171638, 5-20-25741527, 6-20=-2773/504, 6-7=-2997/534, 7-2 1 =-31521520,
8-21=-32751518,1-16=-2611146,8-9=-2076/370
BOT CHORD 16-22=-981941,15-22=-981941,15-23=-981941,14-23=-98M1, 14-24=-97/1479,
13-24,--9711479,5.19=-7 234,10-11 -37912819,9-10--47%271
WEBS 2 -14= -891732,3-14-261253,4-14=.525/122,4-13=-530184,11-13=-100/1617,
4-11=339/1994,6-11=-6081168,6-10=-266/118,2-16--20591278, 8-10=-337/2578
NOTES -
1) Wind: ASCE 7-05; 100nrrph� TCDL=4,Spsf,, BCD1.=41,5pirf� h=25ft, 8=45ft; L=32ft� ORVO=41`t� CdtIt; Exp d-, MWFRS (,all
hiegbpd� cantilever left and nght exposed; end vertical left and right exposed; Lumber DOL=1,60 plate gdp DOL -1,60
2) TCLI-i ASCE 7-05; Pf=30.0 pet (flat roof snow); Category 11; Exp C; Partially Exit.; Ct=l. 1, Lu=50-0-0
3) Unbalanced snow loads have been considered for this desillm
4) Provide adequate drainage to prevent water Conning,
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10,0 pid bottom chord live load nonconcurrent with any other live loads,
fit between the bottom chord and any other members, with BCDL = 10,0;bsf
8) Refer to girder(s) for truss to truss connections.
Pmvide mtcl%onival connection (by others) of trusa4#- itearing Mate cap7ble of withsta*dniri 100 lb-o$fift at j*inqq-) oayrmept fqif-141 9wj
16=35C
10) "Senti-ogid latchbireeks with fixed finale Member end fixity model was used in the analysis and design of this truss,
11) Graphical Pudin representation does not depict the size or the orientation of the pudin along the top andlor bottom chord,
Ems
WARNING - VWW daslan panneetars and READ NOTES ON THIS AND ANCLUDW HREK REFERENCE PAGE MV -7413 M. t BEFORE USE
Deogn v06d for use only With keffetto conte acus. This design is bored onht upon pryoInrytee slawm OT'4 n fcx an indiridual tw4diret component, not
a thus System. Before use. Ire olodirXI deugner inest voWy the oppkatrky of destgn porametyyy and property trycopreolre, the devref4er, the ovenvI
buRding design. Braciny; indKored 6 to pmornt buckOnq of orchriduot truss web an , d/or chord MiTek"
afways requked 10, stodifity orKs to prevent caikvev with po&skrk, persond znjtxy and property domage- Fm generol quidance regarding ho
am$, See ANSI/arp Ova 7777 Gr eento,
tabrico'jon, storage:, chA�", emctten and broctre; of euvery orate ores syst,, Hay Criteria, OSS -89, and SCM bultding Component
Safety hIfourafton avaftatoe frrrrn Frvss Pkee houte, V8 N. Lee Street, Suire 3Q, AIexorrrjqa, VA 22314,
3x4
9-t-
519.11 5-6-3 S•6-3 6.0-0 "-13 5-6.13 1x10-5 ... 200
OEM
5XS
502 ::.. U10 Um = 3x4 @i
REACTIONS. Ali bearings 12-ta-0 except at=tength) 26=0-3-8,19=0-3-8
fib) - Max Merz 26=765(LC 6)
Max Uplift All uplift 100 to or less at joint(s)12, 15, 14, 13 except 16=-959(LC 9),
10=-216(LC 9), 18=-878(LC 19L 17=-110(LC 9), 26=-676(LC 9), 13--488(LC 9)
Max Grav Alt reactions 250 tb or Less atloint(s)12 except 18=4256(LC 19),
10=436(LG 19), 1g=318(LC 9). 17=518(LC 19), 1 s=331(LC 2), 14=27 (L 17),
13=49 (LC 2), 26= 4203(LC 19), 18=1775(LC 19)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 fib) or less except when shown.
TOPCHORD 4-68 =3711154, 2-68--2611155,3-69=-431191757, 4-69=-/0+341777, 4-70=,-31911577,
5-70=-299&587, 5-6=-2238.+471, 6-71=-2462/729, 7-71=-270 1709, 7-72=-10611035,
S-7 2=-1 191736,1-26=-3631149
BOT CHORD 26-74--107313417, 74-75=-107313417, 25-75=-1137313417, 24-25=-197313417,
24-76=- 13480, 76"77=_ 0, 23.77= - , 21-22= 49 0, 6.21«1521772,
20-21=-771970,20-78=-77/979,1 -78--77/970.18-13=-771970,18-79=-771970,
17-79=-77/970,16-17=-77/970,15-16=-4851203. 14-15--485003,13-14-4851203,
12-13=485/203
WEBS 3-24=-601933,4-24=230/971,4-23=-1410/380,5-23=-21611622, 21-23--92512741.
5-21=-841/178, 7-21=-38212015, 7-16=4172/896, 8-16=-705/229,,3-26--45231620,
8-12=-133/515
NOTES -
1) 2 -ply truss to be connected together eAth 19d (0.134 °x3") nails as follows:
Trap chords connected as follows: 2x4 - 1 row at 0-9-0 as, 2x6 - 2 rows staggered at 0- no,
Bottom chords connected as follows:. 2x6 - 2 roves staggered at 0-" at, 2x4 -1 row at 0-9-0 as,
Webs connected as foil 2x4, - 1 row at 0- oc,
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise molested.
3) Wirt/: ASCE 7-05; 1 ph; TCDL=4.5psf: BGDI,=4.5psf; h=25fi 8=45ft; L=40ft, eove-51tt Cat. ll; Exp C; enclosed; M FRS (alt
heights); cantilever left and right exposed; and vertical felt and right exposed; Lumber DOL =1.60 plate grip DOL=1.69
4) Truss designed for wind loads In the plane of the truss only. For studs exposed to wand (normal to the few), sea Standard industry
Gable End Details as applicable, or consult qualified budding designer as per ANSVTPI 1,
5) TOLL: ASCE .7-05; Pf=30.0 psf (flat roof snow), Category ll, Exp C; Partially Exp.; Ct=1.1, Lu -5
Aptil 4,2016
4PC rrvo - pi 7'ES i7N aii1S AND INCL f3 K RE6ERE PAGE.' 0004473 rar. 14VXW5 BEFORE USE. ? in,.
+ c>s'ssir2 vzs�cd Scar 199!1 axxiy w"9th N1aTekaB cr narr^#;res PSras. Lie nes tavtitd tartry r.+Faan rrtvcarrna�Yerz st7awsa, arrci 4 Par
an rcadiv3duoi r ukUnra component. rKst iI
a rivss sysie+n. Srarr, atse. #Sxc duNtRXx,3 cSexerutrre. m�str vtw'iFy tPaC crpWkraabi#ry of derslgn rxarcaartrs345rs cxncl prioren, sncclrG� ote ttx� design into She trreraA �^ g,
hui n dercL4n, 6roe:ax3 iroeirc:at at a to prrxve3a;E LruckSerc3 «a lretSkviaival trarss w fs sxne3Jca e:hssrd ma¢'r}irers onk,, Addnk,^,r t tempmcxy and pe�rt.�trwsw Grrac:.irQ 1 i "
ra exihaatays rc:eluyaad rcvr xtnbidty a#std re racevegn# s caSF�rpsvrs with r°ssHate P+»x'sarncX arq@utiy are/ larralSrarCy cP;rorreea ea� icer genaarcai r,4aaic'9crleea re9ordarc; The I
taxa rc:eshcan, ti9smrsc, �., desSwexy s rant?Serz a€kd krrzac.arcq# aP in.assrax rarrea itnrsx sYsaetms, see ANSt/'Ft'ii 0tara8ty' Criteeia, 0$4-8? arae! SCSI 6uiGdia9 component suit Greenback i.ereo
sa6eFy anr. ease esva#k'ttaka +men Ta��as Pkste PrrsSty#a, ? 48 N Leen S'Ereat, Stria 3k < Aaexott a. vA 22334. � Sade 1iNJ
Conus Hexa%%. CA 95
.w.µ._...{.-....._._._,m..2;1��..,
Ptaie Offsets �X Yj-- (5 ii -fa -i} Q-2� j6 it -4-17 fl -i7 i�,�12 �d�a t3 �C%� [2 4 tb-2-d 0-3�}j j2d -Q t}-4 121, [�5 Q 2 � Ci 2-C}� X26 p-6-� 0-2 B� [3{i 0 1 12 fl 1-0�
LOADING
k
(fit
p SPACING- 2.0-0
CSI. taEFL.. art {Eoc} 1/dalf Ltd PLATES GRIP
TCLL 39 0 Plate Grip DOL 1.15
TO 0.65 Vert(LL) -0.14 23-24 >999 360 MT20 1971144
(Roof Snaw=330,,
Lumber DOL 1,15
BC 0.56 V tTL) -0,24 23-2 > 240
TGDL 10:0 i
Rap Straw Iner NO
F
0 78 Horz(TL) 004 16 not We
&Cp3Cy�Ey^ Code IRG20tir3/TP12007
(Matrix) t Witifi t 701 tie FT 20%
yi(_ d{hry0 �09
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD Structural wood sheathing directly applied of 5.9.9 or, purlins, except
BOTCHORD 2x6 SPF 165OF 1.58 'Except'
est/ verficals, and 2-9-0 oc purists (6.0-0 max.): 5.6,
6-22:2x4 SPF No.2
BOT CHORD Rigid calling directly applied or 6-0-0 or, bracing,
WEBS 2x4 SPF No.2 *Excerpt°
WEBS 1 Row at raider 3-26
1-26:2x6 SPF 1650E 15E
OTHERS 2x4 SPF No.2
REACTIONS. Ali bearings 12-ta-0 except at=tength) 26=0-3-8,19=0-3-8
fib) - Max Merz 26=765(LC 6)
Max Uplift All uplift 100 to or less at joint(s)12, 15, 14, 13 except 16=-959(LC 9),
10=-216(LC 9), 18=-878(LC 19L 17=-110(LC 9), 26=-676(LC 9), 13--488(LC 9)
Max Grav Alt reactions 250 tb or Less atloint(s)12 except 18=4256(LC 19),
10=436(LG 19), 1g=318(LC 9). 17=518(LC 19), 1 s=331(LC 2), 14=27 (L 17),
13=49 (LC 2), 26= 4203(LC 19), 18=1775(LC 19)
FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 fib) or less except when shown.
TOPCHORD 4-68 =3711154, 2-68--2611155,3-69=-431191757, 4-69=-/0+341777, 4-70=,-31911577,
5-70=-299&587, 5-6=-2238.+471, 6-71=-2462/729, 7-71=-270 1709, 7-72=-10611035,
S-7 2=-1 191736,1-26=-3631149
BOT CHORD 26-74--107313417, 74-75=-107313417, 25-75=-1137313417, 24-25=-197313417,
24-76=- 13480, 76"77=_ 0, 23.77= - , 21-22= 49 0, 6.21«1521772,
20-21=-771970,20-78=-77/979,1 -78--77/970.18-13=-771970,18-79=-771970,
17-79=-77/970,16-17=-77/970,15-16=-4851203. 14-15--485003,13-14-4851203,
12-13=485/203
WEBS 3-24=-601933,4-24=230/971,4-23=-1410/380,5-23=-21611622, 21-23--92512741.
5-21=-841/178, 7-21=-38212015, 7-16=4172/896, 8-16=-705/229,,3-26--45231620,
8-12=-133/515
NOTES -
1) 2 -ply truss to be connected together eAth 19d (0.134 °x3") nails as follows:
Trap chords connected as follows: 2x4 - 1 row at 0-9-0 as, 2x6 - 2 rows staggered at 0- no,
Bottom chords connected as follows:. 2x6 - 2 roves staggered at 0-" at, 2x4 -1 row at 0-9-0 as,
Webs connected as foil 2x4, - 1 row at 0- oc,
2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section, Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise molested.
3) Wirt/: ASCE 7-05; 1 ph; TCDL=4.5psf: BGDI,=4.5psf; h=25fi 8=45ft; L=40ft, eove-51tt Cat. ll; Exp C; enclosed; M FRS (alt
heights); cantilever left and right exposed; and vertical felt and right exposed; Lumber DOL =1.60 plate grip DOL=1.69
4) Truss designed for wind loads In the plane of the truss only. For studs exposed to wand (normal to the few), sea Standard industry
Gable End Details as applicable, or consult qualified budding designer as per ANSVTPI 1,
5) TOLL: ASCE .7-05; Pf=30.0 psf (flat roof snow), Category ll, Exp C; Partially Exp.; Ct=1.1, Lu -5
Aptil 4,2016
4PC rrvo - pi 7'ES i7N aii1S AND INCL f3 K RE6ERE PAGE.' 0004473 rar. 14VXW5 BEFORE USE. ? in,.
+ c>s'ssir2 vzs�cd Scar 199!1 axxiy w"9th N1aTekaB cr narr^#;res PSras. Lie nes tavtitd tartry r.+Faan rrtvcarrna�Yerz st7awsa, arrci 4 Par
an rcadiv3duoi r ukUnra component. rKst iI
a rivss sysie+n. Srarr, atse. #Sxc duNtRXx,3 cSexerutrre. m�str vtw'iFy tPaC crpWkraabi#ry of derslgn rxarcaartrs345rs cxncl prioren, sncclrG� ote ttx� design into She trreraA �^ g,
hui n dercL4n, 6roe:ax3 iroeirc:at at a to prrxve3a;E LruckSerc3 «a lretSkviaival trarss w fs sxne3Jca e:hssrd ma¢'r}irers onk,, Addnk,^,r t tempmcxy and pe�rt.�trwsw Grrac:.irQ 1 i "
ra exihaatays rc:eluyaad rcvr xtnbidty a#std re racevegn# s caSF�rpsvrs with r°ssHate P+»x'sarncX arq@utiy are/ larralSrarCy cP;rorreea ea� icer genaarcai r,4aaic'9crleea re9ordarc; The I
taxa rc:eshcan, ti9smrsc, �., desSwexy s rant?Serz a€kd krrzac.arcq# aP in.assrax rarrea itnrsx sYsaetms, see ANSt/'Ft'ii 0tara8ty' Criteeia, 0$4-8? arae! SCSI 6uiGdia9 component suit Greenback i.ereo
sa6eFy anr. ease esva#k'ttaka +men Ta��as Pkste PrrsSty#a, ? 48 N Leen S'Ereat, Stria 3k < Aaexott a. vA 22334. � Sade 1iNJ
Conus Hexa%%. CA 95
NOTES -
7)
O ES»7) This truss has been designed for greater of min roof rive load of 16.0 psi or 1,00 times flat met load of 30.0 psf on overhangs rain -concurrent with other live toads,
8) Provide adequate drainage to prevent water pending,
9) AN plates are 2x4 MT20 unless otherwise indicated.
iii) Gable studs spaced at 2-0-0 oc.
11) This truss has been designed for a 10.0 led bottom chord live load nonconc uffent with any other live Wds.
12) • This truss has been designed for a give load of 20.0psf on the bottom chord i
j.".2"2o"t- . ....... . .......... . ........... ... ........ . 4 _ ._+_ a�JU.._. _. f 1-10--91
2-2-0 5-9-11 66-3 5,61 6-010 5,6,13 5-6-13 $Ilfr's 2-0-0
6.00 6 7
23 24
3X4 t;
30
scr
US 3X8 `�
9 Sys
Us 25
22
4
SX8
3 to
IX4 1l 21 26
2
12
10x12
qx14 14 31 13
==7�777= L6
20 27 19 1* 29 30 17 16 WOMISSHS 30
U10 4X6 = SA2 2x4 H
30
LOADING lost)
REFI.
in (fac) Vdaft Ud j PLATES GRIP
TCLL 30,0
SPACING-
Plato Grip DOL
2-0-0
1,15
(Roof Snow=30,O)
Lumber DOL
1,15
TCDL 10'0
Rep Stress Incr
YES
BCLL 0
Code IRC2009frPt2OD7
LUMBER-
TOP CHORD 2x4 SPF No.2 'Excepe
6-7: 2x4 SPF 21 OOF 1,8E
BOT CHORD 2x4 SPF 1650F I .51H 'Except'
19-20: 2x4 SPF No.2, 7-16: 2x4 WW Stud
WEBS 2x4 WW Stud 'Except -
15 -17,2-20,4-20: 2x4 SPF NO,2
SLIDER Right 2x8 SPF 195OF 1,7E 6-8-7
REACTIONS. (lb/size) 11=230410-5-8,20=242303-8
Max Harz 20=-349(LC 7)
Max Uplift I 1-553(LC 9), 20=-562(LC 9)
Max Grav 11=2 (L:C 19), 20=3038(LC 19)
CSL
REFI.
in (fac) Vdaft Ud j PLATES GRIP
TC 0.98
Vert(LL)
-0"4313-15 >999 360 MT20 1691123
BC 0.99
Vert(TL)
-0,7413-15 >642 240 i M18SHS 169/123
WB 0,82
Horz(TL)
0,24 11 nm WE
(Morax)
Weight: 209 lb FT = 20%
........... -------
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end Verticals, and
2-0-0 do puffins (3-5-15 max,): 6-7.
BOT CHORD Rigid calling direc!)y applied or 2-2-0 oc bracing.
WEBS
I Row at miript 5-18,5-17,6-17,8-15
2 Rows at 113 pis 4-20 , . . . .........
MI'T" e - krecohimands, thai"Stabilizers '-find required -cr a s bracing
be installed during truss election, in accordance with Stabilizer
--------
FORCES. Qb) -Max. Comp./Max. Ton, - Aff forces 250 (lb) or less except when Shown.
TOPCHORD 4 -22= -31W589,5 -22=-2889/609,5-23=-28201619,6-23=-26251629,6-7=-2862f656,
7-24=-32101688,8-24=-�4091677,8-9-423&750,9-25=-4257f737,10-25=-4395f730,
10-26=-462&748,11-26=-4756f723,2-20�,-484/295
BOTCHORD 20-27-34lt2489,27-28-34112489,19-28=-341/2489,18-19-34W489,
18-29=-32512730,29-30--325/2730,17-30=-32W730,7-15�--130/101414-15=429/3679,
14-31-429/357fL 13-31-4M-579,11-13=-52913934
WEBS 4-18�-0/526,5-17=-668/200,6-17=-2841172,15-17=-217/2516,6-15=-931914,
815�10741251,843-32JS10, 4-20--3457/422
NOTES -
1) Wrnd� ASCE 7-05; 1 OOmph� TCDL=4,5psf; BCDL=4,5psf; h=25ft; 8=45ft; L=40ft; eave=51k Cat. It; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate gap DOL=1,60
2) TCLL� ASCE 7-05; Pf=30,0 psf (flat roof snsyw)� Category H; Exp C; Partially Exp,� Ct--11, Lu=50-"
3) Unbalanced snow loads have been considered for this design,
4) This truss has been designed for greater of min roof Ova load of 16,0 psf or 1,00 times flat roof food of 30.0 psf on overhangs
non-concumant voth other live loads.
5) Provide adequate drainage to prevent water ponding,
6) Alt plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other five loads,
fit between the bottom chord and any other members, with BCDL = 10,0psf, should ved
20 wnswa!gz natallat to qLvht value u_-iaq ANSIrrPI 1 anq!2 WgLam uta, Buildin door r
April 4,2016
WARNING - Varffy desitra PWWR#kW$ 0100 MEW NOTES ON OWS AND INCLUDED MeEK REFERENCE PAGE W7473 M f"Vwfs SMIRE Use w
Desifp,vord t" vw onry,,*h WeW connectors. Thc design is tyased onty upon paorne-rens stown, and is for an kidNiflud tsu4dttnq component, not
a evs� sysesm. Before use, the is aiding d%omr must v,Nffy fire appficabikly of dasrrn rxromosms and rsmpedy =o ' rpmote ft deOW Wo 'he ove,04 MiTek-
blIrr
ing ds n. ackig irsdk,,ated is to want buckker of indiwWdtruss1ruweb anofor chcxd tr"ncafs only. Additkfnd tempotoly and petmrwft bradog
is aWciysfequked Re stabioy and ta psevenf cof'9r pw, wim pmAAe romsond mfusyaml ptopeoy damage
fabfiratuon, stcxoge. Oefivwy, ov&Km and txadng of hmses and ttuss MY erns, see ANSUTI'll Quaff to. OSO-81? and SCSI bulding component 7777 Gmenbwk Lane
Quay Ct#w
Safety Irdormation maAaUe *Nn Truss Note hsfiLiao 218 N. v Stfeel, SoM
Surto , NexomvaSuave 09
�, VA 22314, M-1H�n4.hN (A tA4
NOTES -
12) Graphical purPin representation does not depict the size or Ov orientation of the pualn along the top andtor bottom chard.
1NARMM - VorKyaNtV pekirssnd READ NOTES ON THIS ANV INCL MITE.K ERENCE PAGE 7473 r - j"WM5$fF0,RE USE,
C7a« rb vtskcS Pcaa vasa ttaiy:vzt9r h&iTn&QA e:.rar+ra«t<:4tats Fttis desk', is tKIje i ix+'r!Y trpdra ¢x7scantG7et5 =,ita�wrra. arrad #s fcw vTaa artsSsaickaua Oaukniirrq cwsroLaararsrtt, Kbe)f
ct 3ra>5s system, @ s5��'e csca. I btakz... ¢I s 1 enuc+weedy ° v�caPwkti+ ce4 desre;}n c u €aters nn<3 { Ge'aY dne,or nr+stts than r1E l n antaa RYsd uvr„rtx# g
bvatJxtct dsas9LJta 6rUcrea Vrtr9icsYfia+tf tc %a }xr werwt # k,4rrc� e F irtd'w'sd'trai hxs3.e wrab aSvcYa`Lu chtxd mesmb�xrs crtty, ncadas as tnmpeueaY arc! pemtsane3nC €xnccr i [� MiTek
is ;xSwrcaya sar:Ttasr ti Fear s3ois'vkty naci to IasevcttF ccritas#ss ; wi tr F sxitate� perssx+ea! #rs, n'Y rxnss r'aaaaes+'tY t3 srn agcy. Fir rla rre rai {�crk�°>a caa rer e'se�I`ar g# tate 77" Gr to
#xxircrrentaat+, aPcaecag. deaNv-+Y. �ttrcYlcare carni tarca #^t9 at in.resa tutet htrss syspls;ns. sem Ai^i5tft`i3 Quj' Ca'i1'tstia.. 3A5E•SP catavA BGS! 6saPlcSFra CuerrParrt
S¢tbre4y 1 pf3an aucxdkstsis> imrr Inn, Wtts c kts"i2erfe.2S#3 N, i.era SlraT:t..§ttitet sia, AP�zxtvndii+a k°R X2914. @ SuaCe "!OS
,�etasr,,*, Neaght,5,,
. ...... . -5,1(1-5 -210-A -+-- - mo -k3,... -1-11-141.11 1 --a-1 �11-- i--- 49- bti� ..........
2-" 5-105 5-r13 s&13 6-10 0 5�45-13 5-6-13 2-00
6,00 f12'-' 6
23 Y.
3X4 ti
301
axil
22
4
3
U4 t, 21
2
1 =-77-OZ.=
20 27 19 1# 29 30 17
6xsM185H5 416 5x12
Bet
24
30
Bra
3x9
9 25 5,el
10
5 IN12 19
8x 14 14 31 13
3x10MUl$HS 3x4
16
2X4 h
4
R 0 9 AL 16:0.8-8.4-1-'121, ff0-5-iL04-4j, 110:0-3-0,iY-,
LOADING (pso SPACING- 2.0-0
I
CSL
DEFL,
in (too) Well Up PLATES GRIP
1691123
TCLLPlato Grip DOL 1,15
TC 0,99
Vert(LL)
-((44 13-15 >999 360 MT20
M18SHS 169/123
(Roof Snow=3030,.00
) Lumber DOI. IA5
FIC 0.99
VorqTL)
-0.75 13-15 >640 240
TCDL 10�0 Rep Stress finer YES
o,o-
WB O 83
Horz(rL)
0.24 11 We We
Wfsght� 209 in FT = 20%
BOLL Code IRC2009fTP12007
(Matrix)
. .,._.x.
.
LUMBER-
*Except*
BRACING.
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
TOPCHORD 2x4 SPF No. 2
2-0-0 oc pudins (3-5-10 max.): 6-7,
6-7: 2x4 SPF 21 OOF IAE
BOTCHORD 2x4 SPF 165OF I 5E *Except*
BOTCHORD Rigid selling directly applied or 2-2-0 oc bracing.
19-20: 20 SPF No.2, 7-16: 2x4 VVW Stud
WEBS
I Row at miript 5-18 5-17,6-17,8-15
WEBS 2x4 WW Stud -ExoepV
2 Rows at 113 pts 4-20
-r
15-17,2-20,4-20:2x4 SPF 5io,2
Siatasltzers and d-- e--q,"-u i'r ad- crass- bracing
SLIDER Right 2x8 SPF 1950F 1.7E 6-8-7
be instatted during truss erection, in accordance Min Stabilizer
nstaliabrarw,gurrt- -- - ------ - - -- - --
REACTION& ptilsize) 20=2417/0-5.8, 11=231410-5-8
Max Harz 20=-347(LC 7)
Max Up4ift20=-555(LC 9), 17--555b- 9)
Max Grav 20=3029(LC 19), 11 =2921 (LC 19)
FORCES. (to) - Max, CornpJM-- Ten, - All forces 250 (ib) or less excefit when shown,
TOPCHORD 4-22-3245/598, 5-22=-2947/618, 5.23=-2861/623, 6-23�2652/633, 6-7=-28851659,
744-323516928-24=-3434/682,8-9�--426lf754,9-25=-42801741,10-25�4191734
I o-26=--465 I f752, 11-26=-4780/727, 2-20=470/284
BOTCHORD 20-27=-3530551, 27-28-35312551, 19-28--35312551 18-14=-35U2551,
18-20---33212774, 29-30=-33212774,17-30�332Q774 7-15--.132/1026,14-15--432J3602
14-31--43213602,13-31=-43213602,11-13=-532/3954
WEBS 4-18--W508,5-17=-69WO4,6-17=2731183, 1547--221/2543,6-15=-92/9,08,
8-15-10734251, 8-13=-32/508,4-20=-3498/433
NOTES -
1) vvind� ASCE 7-W 100rnph; TCDL=4,5psf-, BCDL=4.5psf,h=25ft, 8�45t L=40ft; eaV0=,5ft,' Cat, jj� Exp C; enclosed; MWFRS (all
heightsd� cantilever left and right exposed � end vertical left and night exposed; Lumber DOL=1,60 plate grip DOL=1.60
2) TGLL� ASCE 7-05; Pf=30,0 pot (fiat roof snow); Category 11; Exp C-1 Partially Exp, -1 Ct--11, Lu=50-0-0
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 Pat or 1 .00 times flat roof Wit of 30,0 psi on overhangs
noti-concurrent with other live loads,
5) Provide adequate drainage to prevent water, pending,
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10k pet bottom chord live load noriconcuffent with any Other live loads.
8) 'This truss has been designed for a five load of 20,Opsf on the bottom chord in a# areas Where a rectangle 3-6-0 tall by 2-" wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf. I exce I i, =1b) 20=555,
10) 'Semi-figid pitchboalks with fixed heele Member end fixity model was used in the analysis and design of this truss,
11) Graphical Partin representation does not depict ft size or the orientation of the purfin along the top andfor bottom chord,
AOL WARNWO. wvrod4vj"p..reswxtR"0NO1E$ ON THIS ANA INCL UDSOWTEKAEFERENCE PAGE W7473MV. loV31015 BEFORE USE.
Di,srgrvOW orr use orW tin MiTekS conneciois, This design is trided ONY urnrn PaaolOters Shcnva, and rs foo on hdivickfal buiiang Component not
a truss onler". Before use, the ouicrng design must verity, the oppocoroUty of dean
,, n prsrorrxems and tweperty �ncorpoahe tNs design intrafne overdt
,crig
ovadesoyd
�, $facing �nccued is , to pho,ciff buc," of drujiyiduid nun web ondfor chofd defoibers only. Aderfonof Ntrnporcoy and pentwxmnit btocing
r--dNK;;s mqtiked for stisnAty and to phr,enl ceflapse withmr-ble,• PCMone k*Jry and propedy darnoge. Vol neniffd evidfihcO f0c0fdiog the
Seforylolotroatien ovri4obe-, from Tnns ?kcr)najteTe, 28 8 N. Lee. Street, Suite 312, Aiexondrin, VA 22314,
sm
, �
. ....
. . ....zs . .....
2-0-0 - 5-10-5 5-6,13 6-0-0 5-5-5 5-515 5,8-13
30
-5
pp 3x8
Us 2
4
R
3f f
3X4 21
2
it
W
20 27 19 29
fixtiftnitSHS 4X6
3X4
IOX12MISSHS
5x8muishis
23 6
24
UA
25 4XIO
3X6
26 4X6
6x
12
_A1 12 =14 31 13 6X8 M18SHS
30 17 16 Wit M18SHS 30
5X12 2x4 it
FORCES(to) -Max, Comp,/Max, Ton. -Aft forces 250 Qb) or less except when shown,
TOPCHORD 4-22�32001597, 5-22=-2902/612, 5-23=2795,615, 6-23--2551/626, 6-7=-28011654,
7-2.4 �3143r*86, 8-24=-33341676, 8-25=-3883f738, 9-25=-417517 17, 10-26=-321/125,
11-26=435/123,2-20=470/284,11-12=-39&135
BOTCHORD 20-27�3 7512517, 27-28-375t2517, 19-28=-37W2517 , 18-19=-375/2517,
18-29�--35312729,29-30=-35,V2729,17-30�--,-35312729,7-15=-I301989,14-15=-4442)'
14-31 =-442/3438, 13-31 =-442,13438, 12-13=-53313661
WEBS 4-18=0/497, 5-17--706/206, 6-17=-2541189, 15-17-24312489, 6-15=--94/867,
8-1 5=9 70/237, 8-13=-27/388, 4-20-34501426, 9-12=-40671606 1
NOTES -
1) Wind� ASCE 7-05; 100mph; TCU-4,5pst BCDL=4,5pst h=25ft; 8=45ft; L=40ft: eave=!gy Cat. ll� Exp C; enclosed; MWFRS (all
heights); Cantilever left and right exposrad; and vertical left and right exposed; Lumber DOL=1,60 plate goo DOL=1.60
2) TCLU ASCE 7-05; Pf=30.0 psf (flat roof snowy, Category U; Exp C� Partially Exp,� Ct=1.1, Lu=5"-0
3) Unbalanced snow toads have been considered for this design,
4) This truss has been designed for greater of min roof five load of 16.0 psf or 1,00 times the met lead of 30,0 pEf on overhangs
non -concurrent with other live toads.
6) Provide adequate drainage to prevent water pending.
6) Ali plates are MT20 plates unless otherwise indicated,
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads,
3-C-0 �rafl b 2�-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf,
9) Refer to girder(s) for truss to truss Connections,
10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ill Uplift at joint(s) except at=lb)
20-,550,12=4,VL
11) 'Serni-figid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss,
12) Graphical purlitj representation does not depict the size or the orientation of the purlin along the top "or bottom chord
,& WARNING. wgy drgn p...fteg wW READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WWI rev, 16113WIS WOW Use,
Dosigo vood fo, too Wify vr#h Ah ee& This des47n is bmed only open pasomotu, 4jown, and 6 for an bv$dhg coniponent, not
a dejss sy,,nan, Befom uso, the WO&Q desfgnei MW vfoify Me appocat'A"y of dtfOgn puna yone" and Profaofy kicorporote thk dewori into the ovfsfa&i
r,,Ading desigsi, Bmcktg fndk�afed €a to rxovnnt buckkQ of ftojNMoot frtos wet) eared/or choal mefnbxs onry. Ad&kmat ft,�nip oray and pet"lonent brocing
'a aWays required fof stabilin, and to prevfsncofor se waft posfufd pe nonat of and Prouef'Y dQMOad, Ry gwtf%a€ guidonce?tarofding the
focsk-aton, stotage, defwthy, we ction and txacmg of ureases and ftms sysfems, We
Safety! after
um
ME
y__
8024] (1505110,24]
(4035018) [&08803,12 f70 yq�
LOADING lost) v SPACING- 2-0-0
CS11
DEFL
in fine) Wall Lid PLATES GRIP
TCLL 30,0 Plate Goo DOL 1.15
TO 0,91
Vert(LL)
444 13-15 >999 360 MT20 169/123
(Roof Snow=30.0) Lumber DOL 1,15
TCDL 10,0
BC 0,96
Vert(TL)
i
-0,73 1345 >651 240 M18SHS 1691123
Rep Stress mcr YES
BOLL 00
WB 0.93
Horz(TL)
0,23 12 me n1a
Weight: 198 In FT = 20%
, Cade IRC 20091TPI2007
(matrix)
SCOL1.11-1.1-1-1.10.0.",- ..... -",-.,-.__,.w .... . .....,......... 3...,„..,..,.
.. ___..a
-- ----
LUMBER-
TOP' CHORD 2x4 SPF No,2 'Except-
BRACING -
TOP CHORD Structural wood sheathing directly applied, except end verticals, and
6-7.2x4 SPF 210OF 1.8E
2-0-0 oc purlins (3-6-12 max,): 6-7.
BOT CHORD 2x4 SPF 1650F I,SE *Except'
BO -r CHORD Rigid ceiling directly applied or 2-2-0 so bracing,
19-20: 2x4 SPF NO2, 7-16: 2x4 WW Stud
WEBS
I Row at midpt 6-18, 5-17, 6-17, 8-15, 9-42
WEBS 2x4 WW Stud *ExcepV
2.Roers at 113 pts 4-20
15-17,2-20,4-20,11-12,9-12: 2x4 SPF NO,2
MiTek recommends that Stabilizers and required cross bracing
be installed during truss reaction, in accordance with Stabilizer
guide. ---- - -
------------
REACTIONS. (lb/size) 20=239110-5-8, 12=21221A4echanical
Max Harz 20=-336(LC 7)
Max LJpJift20=-550(LC 9),12=-444(LC 9)
Max Grav 20=2995{LC 19), 12=2737(LC 19)
FORCES(to) -Max, Comp,/Max, Ton. -Aft forces 250 Qb) or less except when shown,
TOPCHORD 4-22�32001597, 5-22=-2902/612, 5-23=2795,615, 6-23--2551/626, 6-7=-28011654,
7-2.4 �3143r*86, 8-24=-33341676, 8-25=-3883f738, 9-25=-417517 17, 10-26=-321/125,
11-26=435/123,2-20=470/284,11-12=-39&135
BOTCHORD 20-27�3 7512517, 27-28-375t2517, 19-28=-37W2517 , 18-19=-375/2517,
18-29�--35312729,29-30=-35,V2729,17-30�--,-35312729,7-15=-I301989,14-15=-4442)'
14-31 =-442/3438, 13-31 =-442,13438, 12-13=-53313661
WEBS 4-18=0/497, 5-17--706/206, 6-17=-2541189, 15-17-24312489, 6-15=--94/867,
8-1 5=9 70/237, 8-13=-27/388, 4-20-34501426, 9-12=-40671606 1
NOTES -
1) Wind� ASCE 7-05; 100mph; TCU-4,5pst BCDL=4,5pst h=25ft; 8=45ft; L=40ft: eave=!gy Cat. ll� Exp C; enclosed; MWFRS (all
heights); Cantilever left and right exposrad; and vertical left and right exposed; Lumber DOL=1,60 plate goo DOL=1.60
2) TCLU ASCE 7-05; Pf=30.0 psf (flat roof snowy, Category U; Exp C� Partially Exp,� Ct=1.1, Lu=5"-0
3) Unbalanced snow toads have been considered for this design,
4) This truss has been designed for greater of min roof five load of 16.0 psf or 1,00 times the met lead of 30,0 pEf on overhangs
non -concurrent with other live toads.
6) Provide adequate drainage to prevent water pending.
6) Ali plates are MT20 plates unless otherwise indicated,
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads,
3-C-0 �rafl b 2�-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.Opsf,
9) Refer to girder(s) for truss to truss Connections,
10) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ill Uplift at joint(s) except at=lb)
20-,550,12=4,VL
11) 'Serni-figid pitchbreaks with fixed heele Member end fixity model was used in the analysis and design of this truss,
12) Graphical purlitj representation does not depict the size or the orientation of the purlin along the top "or bottom chord
,& WARNING. wgy drgn p...fteg wW READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WWI rev, 16113WIS WOW Use,
Dosigo vood fo, too Wify vr#h Ah ee& This des47n is bmed only open pasomotu, 4jown, and 6 for an bv$dhg coniponent, not
a dejss sy,,nan, Befom uso, the WO&Q desfgnei MW vfoify Me appocat'A"y of dtfOgn puna yone" and Profaofy kicorporote thk dewori into the ovfsfa&i
r,,Ading desigsi, Bmcktg fndk�afed €a to rxovnnt buckkQ of ftojNMoot frtos wet) eared/or choal mefnbxs onry. Ad&kmat ft,�nip oray and pet"lonent brocing
'a aWays required fof stabilin, and to prevfsncofor se waft posfufd pe nonat of and Prouef'Y dQMOad, Ry gwtf%a€ guidonce?tarofding the
focsk-aton, stotage, defwthy, we ction and txacmg of ureases and ftms sysfems, We
Safety! after
um
ME
WARNWr. VWffydOeS,.p~,#"and READ NOTES ON TMBS AND INCLWW WTEKMFERENCE PAGE 7473 rnv. ata Yd WORE Usej
1, gn va)yd fcx Use anfy wtsh WTOkO c0nl ot.tazs. ThtS design is based OnlY up sn parar3 etws soouma, and s for an indimud Wkfing Component, tickMRI
a truss sysSss sa. Woreuse, tree tAAd rtya desegaaor o,aus€ v(ojty the oppkcut+rkty of de Ogn parameet ess cmd pccdxarty incorporate Stria design tato ttosa rsassc}N
buOdi rt deestgn. Rracirlg indreateci 4 to Wevent harr:.kjhg of andiusfv t buss wet) arvcllor chord rreefut>e s Wy. Addrtion at ee y end. FxMiernent kx€zd ng, MiTek
h L7roul`f$1e 4oked tar ttc"ty ami to prey nl cotktpse Mth g7oGWe pvso h $Cbjtti y and poperty damage. FAv g+"vitd d 9A dOnCO t'egar rk'P4,g the � 77if G'4kkittaG{t C.nr{+s
iaxGcae: aahcara, s4cucS#)3, cte&uery eraet?cart arrsi areae stg o`- tre�sssas ors f Sness sys.erras. see ANS6f I t 00ft Orta. D53a$4 and SCSI BuBdktg Comga—al x SOO 109
Safety tnfommoftn avoksNe from Taws Mater l 0tutes. 218 N. tae S3 NIa , Surfs 312. Atexandia, VA 22314_ .. OW-ft" ..
........... 27- 3 .-{ 7-9
. za-o 5-10-5 S +-i3 *a -Pt -13 rr _0 44-0 6o s 6.44)
fixe M18SHS -:_: 3.4 ='= 0193 ._ 4x117 =. 400 2x4 (i
LOADING
[TEFL,
in (loc) lidett Lld ; PLATE$ GRIP
TCLL 30,0
Plate Grip DOL
1.15
(Root Snow --30,0)
Lumber DOL
460 17-19 >791 240 s M18SHS
TCDL 100 i
Rep Stress ma
YES
BCLL 0.0
code tric2oogapi2ow
LUMBER -
TOP CHORD 2x4 SPF 165OF 1.5E *Except*
1-3.2x4 SPF No,2
BOTCHORD 2x4 SPF 165OF 1,5E *Etc V
8-15:20 WW Stud. 12-14:2x4 SPF No,2
WEBS 2x4 WW Stud *Except*
14-16,7-14,2-20,4-20,11-12,11-13:2x4 SPF N0.2
REACVONS. (lb/size) 12=2107fMechan°acal, 20p2421M-5-8
Max Harz 20=-336(1_C 7)
Max Uplift 12- (LC 9), 20--550(LC 9)
Max Crav 12=2723(LC 19)„ 20=3026(LC 19)
CSI,
[TEFL,
in (loc) lidett Lld ; PLATE$ GRIP
TC 0.96
Vert(LL)
-0.3617.19 >999 360 ! MT20 7691123
1691123
BC 9.00
Vert(TL)
460 17-19 >791 240 s M18SHS
B 0.85
(TL)
0.20 12 We old
h# 209 tb FT 20%
Manx)
BRACtN-
TOP CHORL7 Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (2-2-0 max,): 6-7.
BOTCHORD Rigid coiling directly applied or 10.0-0 oc bracing, Except:
2-2-0 oc bracing, 13-14.
1 Row at midlxt 8-14
WEBS
1 Row at midpt 5-19,5-17,7-17,7-16
2 Rows at 113 pts 4-20 _... .
_m __. _en
Marek recommends thaf Stabilizers and required cross brain
be installed during truss erection, in accordance with Stabilizer
FORCES.
10-26=41431683,11-2"267MO, 2-20=-469/284,11-12=-2654/465
BOTCHORD 20 -2?= -37%2548,27-28--375/2W, 19-28=-37512W, 19-29=-353127K
WEBS 4 -19 -01508,5-17=-69,31205,6-17=-99/750,7-17=-1911372,7-16--8951151,
14 -16= -25412565 7 -14=-39712339,9-14=-4651145,9-13=-402/140,4-20=-34931427,
NOTES-
1)
heights); cantilever left and right exposed � end vertical Wit and tight exposed; Lumber DOL=1,60 plate grip DOL=1,60
2) TCLU ASCE 7-05� Pf=3(10 hat (flat roof snow): Category 11; Exp C� partially Extr; Ct--I,l Lu --60-0-0
3) Unbalanced snow toads have been considered
4) This truss has been designed for greater of min roof live load of 16,0 pst or I .0o times flat roof load of 30.0 act on overhangs
non-roncument with other live kinds.
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise indicated,
7) This truss has been designed for a 10.0 per bottom chord live toad nonooncurrent with any other live toads,
6) letm chord in an areas where a rectangle 36-0 tall by 2-" wide will
fit between the bottom chord and any other members, with BCDL = I(LOpsf.
9) Refer to girder(s) for truss to truss connections,
,April 4,2016
WARNING WUTES ON This INCL W DK PE'.NCE PAGE 7#7S rev. 100"015 HEF USE,
t7e:�sryc vtatkd far Gni ar}3y vas".#'s ARUFtak cCxnlYHCfiaY3's, YFxis citxsxe7vr `ss txxsatf sway arrseart rgn:tar1 saacnvra, +arsd itx ctro iCsCkvdS'hrt74 truktN.^53 car?5' i, rrt�i
n *sus s1c`em. fie,wa uas,, 3hca twusih dsrotlr Maus# veeefiY 3trst Rpa#a0tcat.u5ty a1 d<xx parcnr€xa€rr' emtir7 F'K%'1r` irsccxPaflz mets drss}aa wata csye'`tradi ppp WOW
#YacaiidYs a dasi6n. 6r+aC3vay 9sodrecat rl L 9a Cr vesrss CaurktrrU c>P wacNvkiva# irises w¢:k aatt3lep chard mt,rrr#xerrx ua '. A f a! rearziagre9ry Crrtd prxmrartrera! tsnle:3e.4a
s5 ahurays cee3wi+roef tt2s y.+ab89ty rand 9a rxewExsiP s: ak>ps ° w�ah fxss;ak#r �rrssancaE kaisv# sxr+si C.a'aFw.+rty dcaapat°st,3'e Fru e4t;.xcGrt7f #7+x9eacnaca rear rteiirra thr 7777 (xaenbaxck Lana
&txkttirtsrsreee. s4arsrge:. dar93wery. x;iaarr csrweY fixae, ai 9nass x eand irtrsa +stems, see: AhlSti#Pat Quc+StP f»x#erCn.7JS6-lag and ± tS r eamwnvFeni aSS suites 109
Sa t.. t+. nrrFs3ksb9a trcxrrr Trus h^fcaYe9 tns3rhnte, 338 h9 L 93et'>eto 5u'sltx 3a3, .Aaaxs'xr'adeicr. Nt,31d.. ., ,i _..Zkitu,elgh,..
WAR • b dg+x pa a and READ NOITS ON THIS AND INCLUMONTEX REFEWecE PAGE UP -147:1,00s 1403W16SEFORE USE. 3 aar
Disserih valid issi use only with MiTek* Ccnnerz TM, The de Ogn is based anis a,0, Maine
teux xFuakvn, c'znd is for ¢zrr er'adivkfastrl twyriarxgy c:cxnpcarueaf„ naS
a dross system, ire ether lease. Erre buklnq deu"g tnest verify the %VficahOty of con gn pE ovneseen and t.' oporly ineorI cisote this design into the uv ON
WOW
rsa+tlsia' design. 9rac.4nD arndsczxta>d as tza pte*v¢snI b -r rNrxa3 eY indiv Atdtzfi 3€vcs wweaC: esr+dJcar rSxrrc3 mc+aratceas r?trdy Ac9rld rxixrar f�+vnf y'crrY axr+ti P'an'xwnssnx brnatnq
os ra0vrcroyc rnrgarEecsd 4zae sSpk.#Si$y eynd Pn ptevzrnt cccrbass: wslta pc>.sshie raeexcarxz sstdunY aixd. isFcapa+T.y cJexrr.agpe. d'aar SZnnraE pa?rddnae rrxarciaxeg *Exn 7'77 tirean#a
fWxaceat'fcss,, stasresfgcx. c§ca5s+crosy. eay.r, rksn pnd B.+rracG't o£ tdaisse�s and fiiss syxPems, ceez AMSS(fl?tt Crrre84y , DSB-89 dtsd SCSI g Camp>atnaraY Scrota 109
5oimRdrl rra+xtknn e2vaiS4'aiaie fsrm dd'ilSb Yb;ate"Pautihzte.:2CE N, Ceer Shoo". SeaS2a33rAtsrxarsctaia ltA7kS7a. .,,,.....,, _.._fr+!nFa.wii?l
�Z0,0_1 ...41.92.-.... 3...�..BSt ..-. � ...� &�...., � _,_.1x.�?�Q._, ..F__......2�1a��.,.__,,_ { _. i___ _��_,_ }� _ rav�fa__ -_��t
2-1941 4,1-12 3.14�4 4.6.40 4-" 6.010 4-3-0 5503-& 6.4-07
316 :-- 316 zsz: 416 `u. 4 X6 - 2x4. f
.
.__. _._
� - n �.n.n 4.3..51 _6..0 8..... ,.�.._.„ .._ .6-4.:51 .... .............
LOADING last) SPACING- 2-0-0
TOLL 30,0 Plate Grip DOL 1.15
(Roof Snow=30.0) $ Lumber DOL 1,15
TCCOL 10.0 Rep Stress Incr YES
BCLL 0 0 Cade $RC2009ITP12007
LUMBER -
TOP CI ORD 2x4 SPF No.2 *Except'
8-9:2x4 SPF 165OF 1.5E
BOT CHORD 2X4 SPF No.2 `Except*
6-22: 2X6 SPF 16 OF 1.5E, 10-17:2x4 WW Stud
WEBS, 2x4 WW Stud 'Except'
7-23,9^15,13-14,13415: 2x4 SPF No.2
SLIDER Left 2x8 SPF 195OF 1.7E 2.4-14
REACTIONS, Qb/size) 14=1495/Mechanicai, 22=287'7/0 -
Max Hour 22=273(LC 8)
Max Uplfftl4-92,7(LC 9), Z
CSL w
DEFL,
in (lac) Udell Ltd I PLATES GRIP
TC 0.95 (
Ved(LL)
0.1915-16 >999 3601 1 MT20 1691123
BC 0172 4
Vert(TL)
-0.3315-16 >999 240 r
B 0,97
Horx(TL)
0.09 14 nla nta
Weight: 231 Ib FT 20%
(matrix)
BRACING-
TCOP CHORD Structural wood sheathing directly applied, except end verticals, and
2-6-0 or pu€41ns (3-10-14 max.); 8-9.
BOT CHORD Rigid ceiling directly applied or 4-7.6 oc bracing. Except.
1 Raw at midpi 10-16
WEBS
1 Row at midpt 7-23„ 7-20, 8.19, 9-19, 9-18, 9.16
2 Rows at 113 pts 8-20
.,.,.�, , 1111_..
hRI$ ek re mends that Stabilizers and required cross bracing
1 be installed during mass erection, In accordance with Stabilizer
FORCES. (lb) -Max, Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3--3971625, 3-25--3851629, 4.25- 21742, 4-5=-63411166, 5.26=-#51901362,
6-26=-61811382,6-7=-482/1350,7-27=-572/487,8-27=4551496, 8.9=-8711691,
9.28=2221111330,10 -28=-2356/1315,10-29=-237811179,11-29=-249211154,
1 1-1 2-=267 911 348, 12.30-..2835%1335, 13-30 =-295711332, 13.14--1890€872
BOT CHORD 2.24=-5341433, 23-24=-534€433, 22-23--360711733, 6-23--5515252, 21-22=-28{U119,
20-21=-280/119,20-31=46018M 19-31=-2601860,19-32=-427/1210,18-32=427/1210,
10-16=-7081311,15-16-1072/2536,14-15=-1271262
WEBS 4-23=-7231437, 7-23=28 1401, 7-20-553/1037,8-20=-1215/508,8-19=-449/940,
9-19=-7901397, 9-18--340!111, 16-18--49711323, 9-16=-87811888. 11-16=-&%/402,
13-15=-95612301.20«23=-141€552
NOTES- L=4011, eave=5ft; Cat, U; Exp C� partially; MWFRS (all heigihts)�
umber DOL=1,60 plate DOL=I Bit
2 be
4) Thf
roof bad of 30,0 pid on overhangs5) provide adequate drainage to prevent water pending,
6) This truss has been designed for a 10.0 psf bottom chord live load noncOnCurrent with anY Other live M
7) * This truss has been designed for a five a of 20.0pef on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 4•
parallel8) Refer to girder(s) for truss to truss connections,
9) Bearing at johit(s) 22 considers grain formula. Building designer
of beadira surface,
bYARaING . Varay t wu" p..eten x d READ NOTES ONTHIS AND INCLUDED ADM REFERENCE PAGE AW7473 rw 1061W15 WORE
Ueaitysa vo4d dtw arses OnN wilt MKPal CLVMf,,ctno,This design is bored onPy urian poron TOM 010 ., mid S bar on [radiviciud bud dmg coffwxtnent, not
res -less system. Sofofe arse, tie b j4dwg deOgner must maediy toes czTaTattc .ashy O <.ie ogn perorsretesrs and cf+ P00Y utc.O Tacw' M Tro desag�a ac
afo the 01'e"
dukl''mg deVan Sfm'ng uxCfWWc d K tO T er Orat taeac:.xNtV of indMdwa truz, web ondtor Oxwd rnewxb;m ofily, Add 4onot traraapvof y and nornfanent tamcdrV
"rs mPxm} s. ogCtatit'ed Sxe atab€54T+ masts gn Sxac ersti cctksF> with psa,t� cxa scuev'ri'h urV mrod TaempeeTy tdrerata',rAea. Fix 5aevaesea@ clack :Fncem
r0Wdfft9 the
rrrbuasfl:.an, ;tcr`ge, urWveny wectkm and Gva�e,; n of utaxs Crad tsvrss m}�str*rraa, sir AMS%jCP11 Gter+alSY *�. OS8-695551 BCSk SWldinR Ct*mp0 enc
Safety Irdean atian mvofke r ft inrn Twos Pi ate ieowute, 218 N. Lee Stme.t. SWe 312. A exctndAa, VA X23 %4.
R
A WARNFNG- Vally desJpn.... and READ NOTES ON 00 AND MCLUM WTEtf WPWRENCE NAGE diW7473 lev 1603MIS WORE M
p a+.w.
Desdk,p VOW tax u army wah tva ak Cor no"cton Ns design 6 based Or* UMI para edam sha.'sv+ , and is for ern iradividthg ksuOin component, not
a tnrx oototm 80me use, the bta?da'ag designer must oo fy the. oppie.t b0fty of d009n etar<armtess ara l Fxft ac*tty aeacarPatate tiaa deskyc Oft the ovesr'a§ 1
tauatdmq dese;:J,n. Bracing inn cahtd is to Prevent buckRng rat ktdrwar ucd form web and/or chord atae.*rs
rea only. Addifionot 8teespoavy and tsesmarent to odiv � l
is catrvato reytaked for Pokr,kty and to prevent c:oifop4e aortia aaassAnea perscnaai ieoury and ,tpoperty damage, ror ghmertai gukimcea regarding. the, S$
fotaticcrk:lm goroge. deRvery. enaction and breackng of txazssos and truss systrwm, sale ANSt(1' l Q , DS8.g9 and SCM 6 g Component f 7777 Green. Lane
savvy tntorm n ovesikc bt,: "Tom€tU&s Kite Inifit rte, °218 N. Cee Strt*ts, Urate 382, Mexardno. VA 22314, # rG+itc3ifw9t,aa,t.. CA QIW
p.;2-t10.r.......... _.5 it._...__.._f 1.R t, i2 _ M...._.. .... —41, 204..4
2.0-0 5-2-10 4-11.2 4-11-2 4,112 4.11.2 4-11-2 4-11,2 5-2,10 2-0-0
6X8 onas"$ 4x4 __. 5xe ':.= 616 = 6x8 ::;;. 8X9 =: 4x4 6X8 Mitsfis .:::
Plate
LOADING (psll SPACING- 2-0.0 (
CSI,
TCL L 30.0 Plate Grip DOL. 1.15
TC 0.67
(Roof Snow=30.0) ( Lumber DOL 1.15
C 0.'72
T CD% 10:0
TCO Rep Stress Incr NO
S 080
0 0
Code iRO2 ITP12007
(Matrix)
-6001.- .......... 0 ._. ..- .. , ......... _..... ____.-
LUMBER-
T`OP CHORD 2x4 SPF No.2
BOT CHORD 2X8 SPF 1650F 1.5E
WEBS 2x4 SPF No.2 "Except"
2-21.12-14: 2x6 SPF 1850E 1,SE
OTHERS 2x4 SIDE No.2
REACTIONS. (Ibi'sixe) 21=501410-5-8.14=501410-5-8
Max Harz 21=-327(LC 7)
Max Upli 121= -1174g -C 9), 14=-1174i.0 9)
DEFL. in (too) Well Ud
VergLL) -0,36 17-18 >999 360
Vert(TL) -030 17-18 >677 240
Horz(TL) 0.13 14 n4i did
PLATES GRIP
MT20 197/144
M18SHS 197/144
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4.1-5 cc puffins, except
end verticals.
BOT CHORD Rigid coiling directly applied or 10-0.0 on bracing.
FORCES.
TOP CHORD 2-3-15741312, 3-4�746611661, 4 -5=-737911672, 5-63=-6498/1482, t
10-1 1=,-746611661,11-12=-15741312,2-21=-10941341,12-14=-10941341
65-66=-692/4489 17-66=692/4489,16-17=-1 IM6366,16-16-1 19645356,
WEBS 7-17-70913159,8-17=-5871208,9-17--9581314, 9-1 5=-164/779, 11-15=-53/525,
7-16--709%3159, 6-1 8=-5871208, 5-18=-95813'14.5.20 =-1641779, 3-20=-531525,
3-21-597811352,11-14=-59'18/1352
NOTES-
1)
Top chords connected as folowry 2x4 - I r
distributeBottom chords conducted as follows: 2x6 - 2 rows staggered at 0-9-0 oc,
Webs connected as foloww 2x4 - I row at 0-9-0 oc,
44
connections have been provided to
3) Wind: ASCE 7-05; 100mph; TCDL-4,5paf� BCD1.=4,5pid� h-25ft,' 8=45ft; L=itft eave=!dL Cat, 11; Exp G; enclosed; MWFRS (all
heights); canfitirver left and right exposed; end vertical left and fight .e
applicable,4) Truss designed for wind toads in the plane of the truss Only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as
5) TCLL: ASCE 7 -ft laf-GOD pst plat roof snow); Category 11; Exp C; Partially Exp,� Ct=l,l
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for greater of min roof live load of 16.0 psf or 1 .00 firnes flat roof load of 30.0 Oct on overhangs
non-consurrent,vith other live toads,
8) All plates are MT20 plates unless otherwise indicated,
9) AJI plates are 2x4 MT20 unless otherwise indicated
10) Gable studs spricad at 2-0-0 do,
11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive loads,
WARN Vn pamneftm and READ NOTES ON fact ANO MICLUDEP MHEK REFERENCE PAGE W7473 rev„ aha 7$ 669M USE.
De Ogn vofid far use clay w1th Mgek* r..anneci o s. The eiw,xkgtt'is based rimy uftrsn parorMmte rL snown, and n ter an utdf klvd ba4dog component, ntat
,a trtns sysmory E etwe me. lire bt Attng desgrtear most Yeart Bete eaa%K4ar,.eabAty of design rtc an otm, and foopeat'r' tracczrrxxote arts desrgn mato the ovemll
hu#d4ig dessi;3n. Srcackag indk,, atead is to prevent buckkng of indNktuai to a web amilor chord members Gritty A,dd*-ty naf temporary and ptdiocacaeW br+acwq
is n#+veays eeelaaked tear sinks ty oful to prevere cNIopse with {ams'stAe Carnrson at rnt "and property ge, NY gtnetd gjidrartce reargrarefing the
vob6cation, cmago, dcWeeho e¢epc,akx} and ktracong nt fmssras and miss sW"ern se's ANSIm ll Qualilly crflfrft, 0$840 and SCSI Suliding Component
nl
Safely trkwmo#on trot/+ t'fe Ntm Tom Pfa e tnstffute, 218 N Lee Street, 500e M, A4eXeasrddaa,. VA 22214.
April 4,2036
NOTES -
12) " This truss has been designed for a live tread of 20.Opsf on the bottom chord in sit areas where a rectangle -0 tail by 2.0.0 wide will Sot between the bottom chord and any
other members, with SGCti w 10,0pst
13) Provide machanical connection (by otters) of truss to beating plate capable of withstanding 1010 Ib uplift at joint(s) except (t4b) 21=1174,14=1 174
14) Girder carries to4n spanpds 5-0-0 Smzn 0.0.0 to 40-04)
15) "Semi ' ice pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
A
1) Dead + $now (balanced) + Uninhab, Attic Sto"tr Lumber Increase=1,15, Rare tncreator=l, 15
Uniform Loads (pit)
WARNING - V d.SV. parwrreftfrs Wid READ NOTES ON THIS ANO INCLUDED WTE'K REFERENCE PAGE 7473 ray. IOM Y3 BEFOW USE E
ile.: "sire! r" use only wVh We tAt connectors, Is* deskjn is based on y upon para eters snown and Oman can hdiw at bawding Component, not {
a nnss syruun.. 8c roue use, the: buldring deasignef must vede, ltxr or.«PECOkaiSsY of de%we tagarsmte rs ease praporly k(rc,. p taate chic design Witu fret ove eilf
buaeirvdescil. Gro ang rnd cured is to pmvero Ws c:kt"asg of indivkl mr ems vreb sand/or chord rnembao onrt Addit onat ternpo try and SsromanenP tu<xsSne,1 �� +
is olvsrys Begs bed feta aabOy and to prevent co0ap v a`h Cossiia� pmusnai "sryury and V000 s, d4 llaq,, e. FOr;3€snerd Wdance 10900ing thea l
fatsk,atron, s3oresgo. cVa veay, aoaaaa aid bracingof hassoand trtss Yatmtc, se«: A45d!Tt1 QuaC7777 Greenback Lane
in, s a
'ie,~i8W Le$T#' Suite 3ZAniPdh, VA2314. sutto 4seimty tummSan a ikLk f 5 I've; t Pc 9.4k
r.�r a.#ntrw}rac CA 4F
I
(,Z -Ado 52,10 .. .... . . ............ ... ........ . _15,0,14 +'......241.1.'a . ......... . 4 .. ... ...... 219_1 04'____ _34,2,4_ __40-0-d U-04-4
2-0-0 5=2-.961 4-11-2 4-11-2 441.2 4-11-2 411.2 4-11-2 5-2-10 2-0-0
5x12 IV ZZ HI 17 Z4 yt, 16 10 zo dt F$ 5,x12
30 = 4X6 8*8 = Us 418 = 30
----------- __ -.-. 1564 4,�11,. .. 31114
-------------
LOADING (hell,
SPACING- 2-"
TCLL 300
SL
(Roof Snow=30,6) Plate Grip DOL 1,15
TC 0.-16
TCDL 10,0 Lumber DOL 1,15
BC 0,95
Rep Stress mor YES
BO 0'0.
WB 099
Code IRC2009/TPi2007
(Matrix)
BCDL ..... ------------ - --
------
LUMBER -
TOP CHORD 2x4 SPF No.2
SOT CHORD 2x4 SPF No,2 *Except*
15-18: 2x4 SPF 1 1,5E
WEBS 2x4 WW Stud
SLIDER Left 2x8 SPF 1 9.7E 6-0-10, Right 2x8 SPF 1950F 1.7E 6-0-10
REACTIONS, (11sisize) 2=2363/0-5-8,12=2363/0-"
Max Harz. 2-294(LC 8)
Max Uphft2-5S3dC 9). 12--553(1.,C 9)
I
DEFL_ in (los) Vdaft Ud PLATES GRIP
Vert(LL) 0.5816-17 >828 360 MT20 169/123
Vert(TL) 1,0416-17 >461 240
Horz(TL) 0,21 12 Tire nia straight 202 In FT = 20%
1-_-__-- ------ - ----------- ------ --- - - - - - -----------------
BRACING-
TOP CHORD Structural wood Sheathing directly applied or 2-2-0 oc pudins,
BOT CHORD Rigid coiling directly applied or 2.2-0 as bracing.
WEBS 1 Row at rr4dpt
MiTek recommends that Stabilizers and required cross lamcing
be installed during truss erection, in accordance with Stabilizer
LIJA .... . .. ...... .. ___ . ...... ........
FORCES. (to) - Max, Comrp,,/Max. Ten, - All forces 250 fib) or less except when shown,
TOPCHORD 2-3�3673949, 3 -4-347W33,4 -5=-33W743, 5-20=-30531684, 6-20=-28941701,
6-7=-3OW816, 7-8�30551816,821 =-28941702, 9-21=-3053ffi84, 9-10=3388`743,
10-11 =-347W33,11-12�36731749
BOTCHORD 2-19�--53013034,19-22=-45012976,22-23=-45012976,18-23=AW2976,17-18=-45012976,
17-74=-18412127,24-25--18412127,16-25=.18412127, 16 -16=45012976
15 -26=45012976,26-27=-450/2976,14-27=45012976,12-14=-530/3034
WEBS 7-16=-317/146% 8-16=-6021211,9-16=-501/205,7-17=-31711469,6-17=-60it2I I,
5-17=-501t205
NOTES -
1) Wind-, ASCE 7-05; 100mph; TCDL=4,5psf, BCDL=4,5psf; h=25ft,, 8=45ft: L=40ft, eave=-5ft; Cat, it; Fxp C� andrfserd� MWFRS (all
heights)� cantilever left and right exposed; end vertical left and dot exposed; Lumber DOL=1.60 plate grip DOL=1,60
2) TCLL: ASCE 7-05; Pf=30Z pal (flat roof snow); Category 0� Exp C; Partially Exp,� Ct=,I,l
3) Unbalanced snow toads have been considered for this desigm
4) This truss has been designed for greater of min roof live load of 16,0 psf or 1,00 times flat roof load of 30,0 Oaf on overhangs
non -concurrent with other live toads,
5) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrSna: with any other live toads,
m&-ar's
fit between the bottom chord and any other members, with SCaL - 10OITSE
12=553.
8) "Semi-figid pitchbreaks vAth fixed heels" Member end fixity model was used In the analysis and design of this truss,
A WNG - Verfly desaft penvaeft" and AEAD NOTES ON THIS AND INCLUDED ANTSK WERENCE PAGE UH -7473 nn, WORE USE
De0gn volid for me oNvMm WitenS connector- rho deegn is bosed only upon poroatetoishown, and 4 rot on intleklirot b0drig component, not
a ftuis system, stereo use. the bukiing deygrwr must vetify the ear p4tabiby or design porarnoters cmd rxopA* morpomte ths design into the oversW
LxAdvng dm'K
gn. leacing indk, oleo V, to pria,ent buckling io indMduot ttuss web and/or chad mentws only, Add+tlonai temprmxy sand petmonent buscing
ANSI Ovolify Crifedo, 65B4? and &at sparing Component
Safety tolperiallon maitaUss korn M= Kate Institute, V8 K Les, Sqeet, Sulte 312, Mexandirs, VA 223,f.
ME
am
one scud rtes Gabor 1,s 1 l .. _ - . .. ..
DOW Luarbar Of worada, Darren, C 60229 7640SSep 21D lUio tortrok mcrres„enc. mon sept ua cy, ru xtis Waxes r yea
l0h5kuRIWnpXBffTxJ3wUILd9 zU5ga98i3 d3a aC}a2m�zcia2NFnoat�t zatzFzKzu4w1
- _------- € _,,._..._,-.
2-81-0 177 0-0 6.0-0 16-6-2
Scale .,. 1:72±7
5x5
49 12 13 14 15
47 46 45 44 43 42 41 40 39 37 36 35 34
31 30 29 28 27 26 25
36
3332
3x6 :w
Us :: 3x6
( 4
2) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to see
v
Gable End tarts as applicabte, or consult qualified building designer as per ANSI/TPI 1,
Plate Offsets (X Y} j4 0-1 9 Edgj [1x 0 253 a3 2 4j j95 tD k3 Q i [ t3 8 0 3i ....
3) TOLL: ASCE 7-05; Pf= 0,0 psf (fiat roof snow); Category If, Exp C. Partially Exp.; Ct=1.1, Lia -50-0-0
{pxs3Q,i0 SPACING- 2-0-0 CSL i DEFL.
in (fact Well Let PLATES GRIP
TOLLING
Plate Gap DOL 9.15 TC 0,37 VerdLL) -0.10 1-2 n1r 120 MT20 197/144
Sncw-30
Lumber DOL 1.15 BC 0.25 Vert(TL) -0.15
1-2 nlr 920
T OLof
0
Rep Stress Incr YES WE 0 24 ( H=(TL) t0 01 25 n/a WoBC19L_
CLL 0 0
Code €RC2009iTPI2007 (Matrix)
� Weight :2.21 lb FT 20%
__-.-.. _ -_ _,. ii __.-.,.__ _.... ___._____-.-.
�_ ,_ _-..�,_.__-- _.,,_� ._ ___ ---a-__.,
LUMBER- BRACING-
9) Gable studs spaced at 2-0-3 00,
TOPCHORD 2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oG purlins, except
BOT CHORD 2x4 SPF No.2
end verticals, and 2-0-0 on puffins (10-0-0 max.): 12-15.
WEBS 2x4 SPF No.2 BOT C€ ORi0
Rigid ceiling directly applied or 6-3-0 oc bracing,
OTHERS 2x4 SPF No, 2 WEBS
1 Row at m apt 15-34,14-35,13-36,12-37,11-3% 26-32
jj
t t+s
_.-_ _.at -.-.__..a_._.
re marcaas tact Stabilizers and required cross bracing C
[ii-fek
be installed during truss reaction, in accordance with Stabilizer
i
$ MiTek'
Iqk tmn-gyj0q _ .. .__,_
REACTIONS. Ali bearings 39-1-0.
Sartaty information ervatk ble SIon1 Inns Note Lrwttl 9e. 218 N, Lee Sireef, Wte M, Al axondrera. VA 22314,�
(lb) - Max Herz 46=288(LC 8)
MaxUplift All uplift 100 lb or less at jointhd 25, 35, 36, 39, 40, 41, 42, 43, 44,
45, 32, 31, 30, x9, 28, 27 except 46=-194(LC 9), 26=• 152(LC 9)
Max Grav All reactions 250 lb or toss at joint(s) 25, 45 except 34=258(LC 3),
35=319(LC 18), 36=319(LC 18), 37=279(! C 2), 39«3 2(LC 19), 40=299(LC 19),
41=302{LC 19), 42=306(LC 19), 43=289(LC 19), "=355(LC 19), 46=455(LC 1),
32=322(LC 19), 31=299(LC 19), 30=304(LC 19), 2<J=301(LC 19), 2 =310(LC 19),
27-268(LC 19), 26=394(L 19)
FORCES. (lb) - Max,Comp./Max, Ten. - All forces 250 (to) or less except when shown.
TOP CHORD 11 -49= -301269,12 -49=-25/274,12-93=-171262,13-14=-l71262,14-15=-17;262,
1-16=-181274
WEBS 14-35=•279/60,13-36=-279160,11-39=-282/83,10.40=-269/,35, 9.41=-263#83,
8-42=-264183, 7-43---257181, 6.4 4=-286190, 16-32=-282/83, 17-31--259185,
18-30=-263/83,19-29=-262182, 0«28=-267!86,x2-26=-3131944
NOTES-
-300
1) Wind: ASCE 7-05; 100mph; TCDL=4.5psf; BCDL=4.5psf: h=25ii, B=45ft, L=401t, eave=2ft Cat. tt, Expo C; sea; MWFRS (rail
DOL=1,60 L=1.60
^
heights); cantilever left and right ex ed ; end vertical left and right exposed; Lumber plate grip
the face), Standard Industry
( 4
2) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to see
v
Gable End tarts as applicabte, or consult qualified building designer as per ANSI/TPI 1,
3) TOLL: ASCE 7-05; Pf= 0,0 psf (fiat roof snow); Category If, Exp C. Partially Exp.; Ct=1.1, Lia -50-0-0
p
4) Unbalanced loads have been considered for this design.
a
4018
5) This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times fiat roof toad of 30,0 psf on overhangs
noir-concurrent with other dive loads,
y «
tC
6) Provide adequate drainage to prevent water ponding.
7) All are 2x4 MT20 unless otherwise indicated.
01<1 0%
plates
8) Truss to be fully sheathed froone face or securely braced against lateral movemsnt (i.e.. diagonal web).
from
'1*
�
9) Gable studs spaced at 2-0-3 00,
Al -
10) This truss has been designed for a 10,0 psi bottom chord live load nonconcunant with any other live loads.
11) ` This truss has been designed for a hive load of 20.0psf on the bottom chord in all areas where a recta 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
PO 4, 016
AND PNCC O K REFERS PAGE 7479 no, 4 6 &15E:..
WAR'NdNti - dm andREAD NOTES tint YNFS A
jj
t t+s
Det t vafid k x use o With A&fie connectors, Tns tiiC'O n h baserd o* upon parafnete i ftra t, ami is for an Indv9k�dSd bu ing Cf7f'T7{':M r ont. ttwtt
N
a IV, SS rrsh-Tn' Before we, the a vdVtiing designef must venty itm t'Xpinkt (9t}4( y of deorin porn" roeten cnd felony incwr Cnue this destgri mfo the overt93P
kkt"Nd4v; de sign. 0rucenq indas a ed is to p reveN txfxs*kQ of inr,#wKkrof truss veer, and/or nhcxd nwanxtxots onf , Addifktots aemaxnarxy and ronmanent i3seruvnq
i
$ MiTek'
S ornafn requveacd for atabiNty and to tareaven' ccxRapse wish possbie poi'tsason ad ingot' and propefly damage, Foe gearaexaa4 qa r k0Nce muof J rq me
fobticol Coni' storori ° C,td:ityo y, earmtion and b'ac4 q of tPl con and tfiYJ55 iystrfifSSS, ,#'£° ANSIMl Quality CON10, OSS -04 and @CSt building Component
7777 Greenback lana
Sartaty information ervatk ble SIon1 Inns Note Lrwttl 9e. 218 N, Lee Sireef, Wte M, Al axondrera. VA 22314,�
Su901 -- - aa.anry
Piggyback Besse Su ed Gabia
DOW I umbar Of Cokwado, Denver. CoWmdo
NOTES -
12) Provide mechanical connection (kayminus) of truss to bearing plate capable of withstanding 100 in uplift at joint(s) 2.5, 35, 36, 39, 40, 41, 42, 43, 44, 45, 32, 31, 30, 29, 28, 27
except (pt=ib) 45=194, 26=152,
13) Non Standard bearing condition. Review required.
14) 'Serrikildd pitchbreaks with fixed h s' Member end fixity model was used in the analysis and design of this truss,
15) Graphical puriin representation does not depict the size or the orientation of the puri n along the top and/or bottom chorea.
WARNING . seats design porseneays aeadit" NOTES ON INS AN1afNCL.UDED, WEN REFERENCE PAGE Affr7M mv.
�avGrt vtiad !da use; eni,� swrcear tRsTrzh�t cartratsctaes. Shr,: desg7rr is txzxa��ta Kandy urstTMr g:xarvrsu:.to*rs skoawrr, rand Re tar �n irociivdriaacrb Ls+.tddting e"etnaaaoreer°i, rczat #
ca tress, systerea. Before use. the "ding dessineT moiv verify the 4app4coOMY of de$0r1MsxmetM Ond VOWN ino Bar}axxafe "daasign Wo ;he cr cvcs4l
teiddirci adeslgn. bran bxi ind}c oted is to preent isaack ing cox wadivdurrt truss vista md/or &xxd ffrerrerears m�n Adc%titrra it @eaeraiavmy rand t ce masrwrut W a6mg � i' *.
is aWays requ4ehd Per Vabrtiry aar vi to txe-eanr colbrsse vreth pirnb6e neasonoi kr uy and g roperty domoge, for gcmero9 guidance req wiling ere t
k4txrretrora. storage. drivwyn erecwn sand kxzscing of to asses and warns systerns, We ANSlq?f I QunShr Careen, een, pS&-BF and 8CS3 building Compatarnt € 7777 Greenback Lane
Safety anformokan raut*ab4e from i'russ Note hvfihtte, 218 N, Leis Street, Susie 322. Alexonctnrx. VA 22314. � SWO Ire
_'_+_ __ _11,19.... .x..........23 . ..... . ...... ....... ... .,_....._.9
210.0 640-5 5-6-13 5-6-13 4-6-8 5,10-12 6-24
Out gal•i 1001MIMU I
5x8M18SHS = 8X8
M4- 24 6 7
I
scow I:Wa
20 25 29 19 30 is Ul 17
is is
6x8MISSHS 3X4 " 4XI0 4XIO
4x40 2x4
.... . ......
................... . .......
flate Q!!S�sl (96
---- - --- - -------_ji
LOADING (Pat) I
.... . ... . . ------
SPACING- 2.0-0 CSL
DEFL. in (loc) Wall Ltd I PLATES GRIP
TCLX0
to Grip DOL 1,15 TC 0,97
(Roof Snow=30,0)
VerdLL) -0,36 17-19 >"9 360 MT20 169/123
Lumber DOL 1,15 Lic 098
Vert(TQ -0.59 17-19 >796 240 M18SHS 169/123
TCDL 10k Rep Stress four YES INS 0',84
BCLL 0 0
Horz(TL) 023 21 We We
Werghti 213 to FT 20%
Code IRC20091TM2007 (Matrix)
........ .. ----------
........ . ..... .......
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 1650F 1,5E *Except*
TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purfins, except
1-3:2x4 SPF No.2
end verficals, and 2-0-0 on purlins (2-2-0 max ): 6-7,
BOT CHORD 2x4 SPF 1650F 1.5E *Except*
SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
8-15: 2x4 WW Stud, 12-14:2x4 SPF No,2
2-2-0 oc bracing: 13-14.
WEBS 2x4 WW Stud 'Except'
1 Row at oxilpt 8-14
14 -16,7 -14,2 -20A -20,1i -13:2x4 SPF No,2,11-21: 24 SPF 1650F 1,5E
WEBS I Row at nsdpt 5-19,5-17,7-17,7-16
2 Rows at 1/3 4-20
----'pts
- -
Mifer yermends ibat S66izarsandroq tarEd cr;i;bracing -
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (lb/size) 20=241710-5-8,21=2103IMechanicaf
Max Herz 20--384(LC 8)
Max Upfif[20=-S51(LC 9), 21 =-441(LC 9)
Max Grav 20=3020(LC 19), 2 1 =2721 (LC 19)
FORCES, Qb) -Max, Comp,/Max, Ten, -All forces 250 db)or less except when shown.
TOPCHORD 4-23=-3232J599, 5-23=-293&613, 5-24=-2837rol 7, 6-24=-25931627, 6-7=-23811604,
7-25=-370"09, 8-25=,-38561793, 8-26--3715ffi94, 9-26=-38981672, 9- 10=-3929/662.
10-27=-4076ffi49,11-27m-4197/647,2-20=A6W84,12-21�2721/441,11-12=-2653/461
BOTCHORD 20 -28=-317/2542,26-29-31712542,19-29=-317/2542,19-30=-286/2762,
18-30-28612762,18-31-28612764 17-31=-28612762,17-32=-175/2328,
16-32=,-175/2328,8-14=-7221219,13-14=-426/3645,12-13=-1101287
WEBS 4 -19 --V506,5-17=-6951205,6-17=-100/747,7-17-1881375,7-16=-819)120,
14-16=487/2522,744=-353122W 9�-14=-3861121,9-13=-442JI52,4-20=-3485/427,
11-13=-523/3405
NOTES -
It Wind: ASCE 7-05; 100rnph; TCDL=4,5psf-, BCDLzatSpsf� h=25ft; "5ft; L=40ft; onve-5ft; Cat, 0; Exp C; enclosed; MWFRS (all
heights)� cantilever left and right exposed; end verfical tell and right Exposed,, Lumber DOL --1,60 plate grip DOL=1,60
2) TCLL� ASCE 7-05; Pf=30,0 pot (flat roof snow); Category It; Exp C; Partially Exp,� Ct=11, Lu=50-0-0
3� Unbalanced Snow loads have been considered for this design.
4) This truss has been designed for greater of min roof five load of 16.0 psf or 1.00 fimes flat roof bad of 30.0 psf on overhangs
non-concurrentwith other live loads,
5) Provide adequate drainage to prevent water pending.
6) All plates are MT20 plates unless otherwise indicated,
7) This truss has been designed for a 10.0 net bottom chord live load minconsurrent with any Other live loads,
ar_`Rly�w 1163. O4?f%-14&+af
fit between the bottom chord and any other members, with BCDL = 10bpsf,
9) Refer to grafer,(s) for truss to truss connections,
04
)K018
40mv.
wMam
,& WARVING - VeWdextin p000rel*M And READ NOTES ON THIS AND INCL UVED WTVK REFEWSCE PAGE.AM7473 rov, 10034015 BEFORE USE
Devgii vogd for use only wins Wtk* corrn�.tots. This deson a booed on$v tXKm porornaters shaven, and 4 fax on hdividual building CCXnPWMnf, not
a flun syrMwn' Before use, te buddwrg designee must verify lyr oprAcotyllry of design poforrtetm ond puoicqiy ewx or{ ouite tW design Wr,,o The overafl
b0dingdedgm Brucou; irxiicoted im ua pevent trucnirQ of rndiyiduo➢ Miss web arO/or chrxd ffrembi onty. WOW
as oNvoys mrusveti for sfabVy and to prevent coHripse w0h pcnrk* persortd hiury and prope"dconage Fw9en0rdouidOnCOMgwding the
inbricoficyr, st,=Qe. dehay. emotion ()no bracing of ttknves and ti'Ms SYVeMs, "re ANSI(Vil Quaft Crftdo, OSS -87 and SCSI Ou"in; Component 7777 Greenback Lane
Safety Information ava4obk,, ,tom rwss Kate hVPVe. 278 N, Lee Street Susie 3 M Alexandria. VA 22114,
NOTES -
imp, MOO
WRIMM14i
WARNING ...Vw*d*,a,,ap*Nnolws*ndNEW NOTES ON THIS AND INCLUDED MTEXREFERENCE PAGE 7473 r4v, 1 35 84FORE USE.
Deasaan vct o im we oNy with Mil ekO tconnec vvs. This desgn a erred oNy upon tam arnsoem ctt wn, and e ex, an trxek Aducs tvisding conVorxent, not
rtr tnzss sysec" rrt. BefilrY* tasc,. the bu4drrrg de tionso rnant vesrily the app9 ..sat Oy LB design parameters orad {^n'csgaee#y `snccx3xxata ttvs design trnlo the avu aR j
bvjs yq deskp, Si "
m oti ays reatarveai ray srtabIty and to Tweveni ca wapsea .0h Txxasb7 .0
e d �,¢uay anti tu0aa d antog5e, For gene rot f, ndancss regwdireg 1w
Y¢.xtrau:atkm, st¢+ragea, dc.iivery, erection canci Lxcrzsie,g ert hu"*ves and tn+ts svcierrros. stye ANSijTPPt Qetatity Crilmria, b8b=89 and SCSI BuNd4rrg GomponexM 7ii7 krkw
Soterye iretormaNeon vesck r� from Tetdsv Plate trtsfftute. 218 N. Leet Steep , Surra W 2,. MexaroMsa, VA 22354. 5uµa 759 aF
.. . . .. ............ 61,12__ ------ ---- f ---- ----- -. ...... . ... .... ....... 16".
Z" 6-7-12 644 30-0
4x/6
6-00 fii"
10 6
4XIO 118
4x4
4X4
------------ -- -
Plate Offsets ----------
LOADING hish
.... .......
SPACING. 2-0-0 CSI ,
TCLL 30,0 1
Plate Grip DOL 1,15 TC 0.61
DEFL
Vert(LL)
in Qod) Udell Ud PLATES GRIP
(Roof Snow=30,0)
419 8-9 >997 360 MT20 1691123
TCDL 100 Lumber DOL 1,15 BC 0,61
Vert(TL)
-0,35 8-9 >550 240
BOLL 0.0 Rep Stress their YES WB 0,53
Horz(TL)
0,02 8 Na We
Code IRC2009frPI2007 (Matrix)
BCDL - -----
Weight 761b FT = 20%
LUMSER-
BRACING -
TOP CHORD 2x4 SPF NfL2
TOP CHORD Structural wood sheathing directly applied or 4-9-4 on purlins, except
ESOT CHORD 2x4 SPF Not
end verficals.
WEBS 2x4 WW Stud *Except*
SOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing,
7-8: 2x4 SPF No, 2
WEBS
I Row at micipt
SLIDER Left 2x8 SPE 1950F 13E 3-9-12
MaTak mends that Statnlizees and requr cross crag
I be installed during truss erection, in accordance with Stabilizer
.
REACTIONS, (Iblsize) 2=99310-", 8=89310.5-8
Max Herz 2=32 (LC 8)
Max UpIlft2=-280(.0 9). 8=-180(LC 9)
FORCES. (lb) -Max, Comp./Max. Ten, -All forces 250 {ib) or less except when shown,
TOP CHORD 2 -3=1156/204,3 -4=9121231,4-5=-939/264,5-10=-817/286,6-10=-7101288
BOT CHORD 2-9=-240/871,9-11--135/282,11-12=-135/282.8-12=-135/282
WEBS 4-9=4261244,6-9=192f792,6-8=-7091188
NOTES -
1) Wind: ASCE 7-05� 100mph; TCDC=4.5fisf� BCDL=4.5psf,, h=25ft, B-45ft-, L=24ft; eaVe=4ft,' Cat, H� Exp 0; enclosed; MWFRS (all
heiqhts)'cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60
2) TCLL: ASCE 7-05� Pf=30,0 psf (flat met snow); Category 11; Exp C; Partially Exp.,Ct=11
3) Unbalanced snow toads have been considered for this design,
4) This truss has been designed for greater of min roof live load of 16B pef or 1,00 times flat roof load of X0 psf on overhangs
non-concurront with other live loads,
5) This truss has been designed for a I (LO psf bottom chord live load nonconcurrent with any other live toads,
fit between the bottom chord and any other members, with BCDL = 10,Opsf,
7) ProviXt mechanlcol-oonFecboy� (ky oftm) Pf trvss bi t�isadKs pf2tt cajs?610-6f svit;�sUuefing—T40 In virlift A ivint(s) eexc-6pt Vh4li) 2
8=180.
8) 'Semi-rigid pitchbresirs with fixed heels' Member end fixity model was used in the analysis and design of this truss,
April 4,2016
A WARNING - VVNy CKNOPQ AVOMO&V And READ NOTES ON POS AND INCLUDED AVIEK REFERENCE PAGE AW7473 ratt, 1&%VZN5 86FORE USE
tit
De"k4n valid nX use, onts, won Wei* connec ton, This design is bowd ants vpon pKwometers shown, and is fm an LndNoid bugd8nq conipswient, not
a fw L, systern. Belo s, kne, the buiiding deegner must wsrffy the appicabAot of dos4n rovorywoLm and Mowry iniosfpnogee this dmign into rhe, ovefeg
b0dirig design, BsockV jnsrctsted is to phs�sint burkAng of kidMduot imss wet) and/or chtod ment,,"s onty, AOdeknal tempxasy ono pernwinent tgoong WOW
i, oWkiance toWoys rectufredV stsibxly and to mevent cogopso wtth pceskAe peoisnot nfu� and pngwTy damoge- Ice gen",-34 , g0fdoxj she
ANSLIMil Quality Calorie, 0W49 and BCS! Bing Camponepri 1 7777 Gewback Lane
Safety Intwirration awAoink, kom truis Pbfe tnststuos, 218 K Lee Stmet, Surie 312, Maxonctm, VA 2=4, s`J40 109
Tri Tr Tvf j fP j 16aa res
I
714 } Roof SpedW Stiud rW Garin S T
oa ca aaidp, oenvec, Caic pro 80229 7.640 Soo 29 2015 WT6
ID SkuRlWnj%BHTx91wUIL41riazU5p MB
t. {._.._. » A5' . A, t iSt?,a" _k�.,....._i �a�.,..._....� 9�_ f.--.....-- _.. M-99-__-,-- f _ ?
2 -a -Q 5~2-10 4x91 2 4-11_2 4-11 �2 64-8 6A-8 4..5-12
5x5
g7�.
3.x8 -`-
6
` 6 t( 3xA .
30
3x8
4x4 4 } }' # lr' �... �.,., 90
�� 11
Axa i
2 ..
36 35 34 33 31 30 29 — ,,.* 25
3x4 -"= 32 80 81 26 27 34 -:::: 4xI0
3xA m 3x6 :,
3x4 __
LOADING ('psf) s
9 D FL�
in $lac) Vdeft Ud PLATES GRIP
TOLL 30,0
SPACING,-
2-0-0
(Roof Snow -30,O) I
/fate Grip L
1.15
TCDL 10.0
Lumber DOL
1.15
BCL/» 0 0
Rep Stress tncr
YES
...,,._., ..............
Code iRC2009FrPQ007
---- .............
BRACING -
LUMBER -
TOP CHORD Structural wood sheathing directly applied or 4-1.9 oc purtins, except
TOP CHORD 2x4 SPF No.2
end verticals,
SGT CHORD 2x4 SPF No.2
WEBS
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
4� zz "t
3x4 23 of
18 17 16
EM
131T I -
CSI,
9 D FL�
in $lac) Vdeft Ud PLATES GRIP
TC 0.84
Vert(LL)
406 24-25 >999 360 MT20 1971144
SC 0.44
Vert(TL)
-0.13 24-25 >9W 40 E
WB 0,39
Hoa(TL)
0.01 14 n/a we
(Matrix)Weight,p
338 tis FT 20%
...,,._., ..............
1....,._._........ _,..._ ..... _..... ----
---- .............
BRACING -
TOP CHORD Structural wood sheathing directly applied or 4-1.9 oc purtins, except
end verticals,
SOT CHORD Rigid calling directly applied or 6-0-0 oc bracing,
WEBS
1 Row at midpt 6-27,7-25,8-25
MiTak r neer rids that Stalatlizers and utred cross bracing
Ibe installed during truss emotion, in accordance with Steell zee
LOrtaltahtut,gtttde
REACTIONS. All bearings 14-5-8 except (it=length)18=9
22=3-2-0,21--3-2-0,17=9-3-0,15=9-3-0,23=0-3-8,20=0-3-8.
(Cb) - Max Harz 36-384(LC 8)
Max Uplift All uplift 1001b or less at ioint(s) 18, 29, 22, 23 except 14=-266(LC 9),
32=-186(LC 9), 7=-304(LC 9), 36=-245(lC 9), 16=-138(LC 9), 21=-195(LC 3),
20=-159(LC 9)
Max Grav All reactions 250 lb or less at Joints) 29, 30, 1, 33, 34, 35, 22, 21,
17, 15, 23 except 18=689(LC 3), 18 54(LCC '1), 14=451 (LC 3). 32=612(LC ),
27=1477(LC 2), 27=1440(LC 1), 36=488(LC 2), 16=431(LC 3). 20=728(LC 3)
FORCES, Ob) - Max. Comp./Max. Ten. - All forces 250 (ib) or toss except when shown.
TOP CHORD 6-7--5491302, 7-8=-65W293, 8-9=-875f280, -36=3711218, 12-14=-4506288
BOT CHORD 27-82— 1591283, 6-82=-1591283, 26-83=.159/283, 25-83=- 1591283, 01694,
24-84=0/694,19-20=-305/240,18-19=-684183,9-19=-1246/278
WEBS 3.32=-340/176, 5-32=-350150, 6-27=-11681217, 6-25=01691, 8-25=-440/198,
8-24=466177, 9-24=-421863, 11-16=_338187
NOTES.
1) Wind: ASCE 7-05; 10 ,ph; TCDL=4.Spsf; BCDL=4.5psf; h=28f1; 8=48ft; L=42ft, cave=5ft; Cat. t#, Earp C; enclosed; MWFRS (all
heights); cantilever left and right exposed; end vertical telt and right exposed; Lumber DOL=1.60 plate grip L=1.60
2) Truss design for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1..
3) TCLL: ASCE 7-05, Pf=30.0 psf (fiat roof snow); Cat 11; Exp C; Partially Exp,; Ct=1.4
4) Unbalanced w loads have been considered for this design.
5) This truss has been designed for greater of min roof tive load of 16.0 psf or 1.00 times flat mof load of 30.0 psi on overhangs
non -concurrent with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated,
7) Gable studs strafted at 2-0-O be.
8) This truss has been designed for a 10.0 psf bottom chard live toad nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 tall by 2-0-0 wide will
tit between the bottom chord and any other members, with BCDL =10.Opst
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 th uplift at ioinits)18, 29, 22, 23
except otolb) 14=266,32=186,27=30,4,36=245,16=138,21=195,20=159.
WARNING - Vw* design porameWs and READ NOTES ON THIS AND 7NCLIVED MtT'LxK RMASNG�' PAGE W747'S rerr.. 1"3*015 R& ORE GSEE
Daogn vo§d tv use onty with MiTeW conne:cion,. This design is based antis ufxm pavran *tees shown. arta S for an indiyduix bu klinq wnponent,not
ca Inns system' Before use, th" humdo'p desi5gnw must seAfy the arip5cociAty of do -son po onsotes and inc;.acr. ittafe oris de ssign writo the ovefoli
boitdmgg deaskyA . 8rocinq iri6cWed 6 to prLwoW bvcceg of indwklud truss web andlos chofd fnerroers erdy Add"st'xc nail Sernfictuty and permanent Exec. arte3
'ts r�hw<aYs sertTtt rp¢Y fol staic3kty mid to rne"e ret ccailispse wM poWtAe pssisona4 SS':,o xy and property domic„gefern g2ea eml guy dorsce tegaidrig ibe
lrrtwrk.®tion. its de• claw+erY. xyae trim A3xYd brcae.k'Ep of haws aria Nrass syaimrru" sere ANSIM,1 Quality , p58.84 and SCSI 8 D Component
Solely ! anon avakinie trorn Truss Plate 3mtttvte, 218 N, Looe S;ree. Wfe 312, AWxondrso, NA 22314.
stmdulat CIA"
i}tmd Lumber a (Akrddo, Denw, Ccwkrmdo 84,u.79. 7 64D s Sep 29 2O1S MiTek. lnduW8 es,$m Mon Ape p4 11 1610 2016 P2
IDSkuRt n XBHTxJlwU#L41mzUSp9-Q BgW84Dp xYDmmnnHdi7yFfS€ genarumPUreJzt3a J
NOTES -
11) "Semi-rigid pitchbreaks wlth fired heels" Member end fixity model was used in the analysis and design of this truss.
WAR* . y des0an PwWneWn MW READ NOTES ON THIS AND IIXLWW 0 M REFERENCE PAGE 0101-7473 aev. 140&WI5 BEFORE USE:.I w
Dcsrq, vo#d tor use { rdy w h W,** , conn iK'tcn. 711* desigft is based oNy vpon porraffwttws Showft, and i4 for nn ttdwidud t10cuig component, nef }
a'rs.fss System liefom vse. th41 tYbdd'Txtq deskiner t-nust verify 1he. appk at, FW{y of design I. atafnatem and prorJS,dy Wtcw azole tfis defig n Wo She everatt i
txugdt g design. Bracing arufiicW*d 4 to pre cant buck" 0 ndimd utt truss web and/of chord eseerzta s cwi"y. Additrond temptywy and ports meat tatsar hmg
is nlvveays KnpuYarsd %x sfeaba t^# brx3 trx a -v !st e.talSsPse wvltg, pe+ss4' ae ,tarta! rnkiwY amd CaMeFxet?Y "lesrt>aagr+. !""ar gamro-t*n f t .,aieitsnce rrtgtri ;g the
Eaixlt'a'xxn> attxrv,7e. deituery. a:re.r.^tcsn rtntt bresckip o4 trusses tsaxt haays rySYxareas. tae ANSY M7 QuaAty Crltefto D39=59 and SCSI 9ultditag Campmtemt 7777 tm°.m nbacds Lane
Safety tmtamaSan nveadctbies ffoni Trus PWte lets turd,, 2d8 N. Lee Street, Sude: 312, Akmondtia, VA 22.114. r Suite 109
.... .. .... _4_ . ... . . ....... -__32--9,--Q ...... ... . ... ... __A7,2AZ_.___+ ------
2,04 52-10 4-11-2 4-11-2 1 4,114 6-4-8 6-4-8 1 4-612 4-9n4 3.0-0
scaw I 18A
6 OD p j 7
4xf
6 4X4
24
3X4
5 Us
SX8
5.
4 Us o
3
10
5X 5x5
2
12
..........
23 25 2226 17 13 19
5x12 k 2027 28 21 19 18 ox
--,)
314 SX8 we 3X4 4x10 4X4
4X6 16 15 14
2X4 5X12 3x8M18SHS SI
----------
... ........... . . .... ......... . .... .............. ............ ....
LOADING (psh
TCLL 30,0 SPACING- 2-0-0 CSL DEFL. in (toe) Udall Ud PLATES GRIP
(Roof Snow,=30,0) Plate Grip DOL 1.15 TC 0,84 Vert(LL) -035 21-23 >999 360 MT20 1691123
TCDL 100 Lumber DOL 1,15 BC 0,81 Vert(TL)-0.69 21-23 >726 240 MISSHS 169/123
BCLL 6�0 Rep Slimes Iner YES WB 0.96 Hou(TL) 0,33 14 Fee his
Code 1RC2009ITP12007 (Matrix) Weight 219 lb FT = 20%
BCQL__.__ 10_0 .. . ..... .. -____ -___- - - - - - -- - -
LUMBER- BRACING-
TOPCHORD 2x4 SPF No.2 `Except' TOP CHORD
7-10: 2x4 SPF 1 1,5E
BOT CHORD 2x4 SPF 165OF 1,5E *Except* BOTCHORD
9-18: 2x4 WW Stud, 14-16: 2x4 SPF No.2
WEBS 2x4 WW Stud *Except* WEBS
7-19,15-17,11-17,12-14,12-15: 2x4 SPF No.2
OTHERS 2x4 WW Stud
SUDER Left 2.x8 SPE 1950F 1.7E 5-10-10
REACTIONS, (Ib/size) 2=2437/0-5-8,14=2489/0-"
Max Herz 2=371(LC 8)
Max Upf#12=-566{LC 9)L14= -640(_C 9)
FORCES, (lb) - Max, Comp./Max, Ten, - All forces 250 (to) or less except when shown,
TOP CHORD 2-3=38791760,3.4-_36581773.4-5=-3572±784,5-2 =-31 21, 6-24=-30591731,
6-7=-262&689,7-8=-26631681,8-9=-3491/761,9-10=4300/876, 10-11=-44401865,
11-12=-2564/557,12-14=.24431660
BOT CHORD 2-23�-39913182, 23-25=-33513081, 25-26=-33513081, 22-26-33513081, 21-22=-33513081,
20-21=-201/2751,20-27-20lt2751,19-27=-20lr2751,19-28=-273f3O26,
18-28=-273/3026,17-18=-498/3934,9-17--201590
WEBS 5-23=-271260, 5-21 =-507/206, 6-21 =-941651, 6-19=- 1161/272, 7-19=-44111850,
8-19=-13211327,8-18=-63f7O7,9-18=-10801267,15-17=-300/2426,11-17=-23611863,
11-15=-18741333,12-15=421/2406
Structural wood sheathing directly applied or 2-2-0 Fic purlins, except
and varticals.
Rigid selling directly applied or 10-" oc bracing, Except:
6-0-0 as bracing: 14-15,
I Row at mapt 6-19,8-19,9-18
MiTa€c Gi c"o-mme-nd s --t- h -i -t -S -1a, 6-1-11i'ata-s' bracing
be installed during truss erection, in accordance with Stabilizer
trstallaii qyildle�-111-�l----,---,---.,--,--.,_-,.�---,-..,. ---------
NOTES-
1) Wind: ASCE 7-05" 100mph; TCDL=4,5psf� BCDL=4,5psf-, h=26it,, 8=45ft; L=42ft; oave=5ft� CatU� Exp C; enclosed; MWFRS (all
heightsY cantilever left and right exposed; end vertical left and tight exporatd� Lumber DOL -1,60 plate grip DOL=1,60
2) TCLU ASCE 7-05� Pf=30,0 pst ghd met -now); Category 11; Exp C, Partially Exp.� Ct--I,l
3) Unbalanced snow leads have been considered for this design,
p
a
C
a
p
I
D
d
0 a -
L=
it
M
I'd
re ev WE (a
4) This truss has been designed for greater of min met live load of 16,0 list or 1,00 times flat roof load of 30,0 list on overhangs
non -concurrent with other rive loads.
5) All plates are MT20 plates unless otherwise indicated.
a
6) This truss has been designed for a 10,0 per bottom chord live load nonconcurrent with any other live ioads
fit between The bottom chord and any other members, with BCOL = 10,Opsf,
8) Provide o*cKrm1c,;tl conaectran (�y Ourrs) of truss to Itearing plate capaW,"fwfthstaNTfing 109 lbup#ft atiosibs) except OtAb) 2=5
14-640,
I, to
9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
WARNING • Wfid' dostan Rannixtiffs and READ NOTES ON ONS ANO INUVOW boner REFEREMM PAGE AW1473 rev. 160UMS BEFORE USE
Deskia void for use: ONVevith Mfeksconneckm This devqn is Nted (x* upon p=nx0en shown. and s Lot on k1dividud bugdng compormot, nW
a tens �,Vsrm_ SeLore tw" the buodno designer Must vw4 ihe orxAcocifily sat dessiti pmarneten and twoperfF incotpuale than deOgn into the oefog
buoding d"gn, Bracie; indk-wed ts to Tweent txrckktg of andWOvcV, Imns web mxi/or chc4d members onN- AdditonW tempcovy ond peromneW orocing
isaWoys reqYwed for 0obA11y and to prownt c(Ai3pse voth posubie persond knlxoy ond propoty dcanage, For genm d qukiance tegoolinq Me
fobreatton, s4arcaiten defivc
ANSljMl Quality Cribsio, OSS -99 and 8CStInAding Component
Soletylotormation moikaUe rom' Rus, Mote lrnfiVe, 218 N, Lee Sieet, Sude M, Atexandro, VA 223(4,
krc
p2.0,0 4, 10- - 4 204,0_- -- 4- _264..6_.,........ _f____42lLQ_ 1
21-0a , 512-10 1 4-11.2 4-11-2 4-11-2 6-4-8 64.8 4-5-12 4-94
6 OD
40
U4
6
23 8
U4
3.6
Us 4X6 ZZ.
4
9 3X6
10
5X 4X6
SX8
2
12
5X12 1P 22 24 2125 20 1926 is 27 17 lox SRO
314 SX8 WIS
3X4 SX8 40
Us 15 14 13
20 11 U12 3x8MI8SHS U
6404 ....... --- --- __8_Z-9 . .... .
----------. ........ — ------ ------ — -------
LOADING (psf)
TCLL 30.0 t
SPACING- 2-0-0 CSL DEFL. in (fact Vdefl Ud j PLATES GRIP
(Roof Snow=30.0) Plate Grip DOL 1,15 TC 0,82 Vert(LL) -0,35 20-22 >999 360 MT20 169/123
TCDL 10,0 Lumber DOL 9.15 BC 0.82 Vert(TL) -0,70 20-22 >722 240 M18SHS 169/123
WB Stress lour YES W 0 98 HorATL) 033 13 n/a Na
BCLL OS Code IRC2009fTPI2.007 {Matrix) Weight-, 215 th FT = 20%
EfQD,L,__ ..... . .........
LUMBER- BRACING-
TOPCHORD 2x4 SEE No.2 "Except' TOP CHORD
7-10: 2x4 SPF 1 1.5E
BOT CHORD 2x4 SPF 1650F 1,5E 'ExcepV BOT CHORD
9-15: 20 WW Stud, 13-15: 2x4 SPF NO.2
WEBS 2x4 WW Stird *Except* WEBS
7-18.14-16,11-16,12-13,12-1,L 2x4 SPF NO,2
OTHERS 2x4 WW Stud
SLIDER Left 2x8 SPF 1950F 1,7E 5-10-10
REACTIONS. (dbtsize) 2=244610-5-8,13=2228/0-"
Max Harz 2=361(LC 8)
Max Upfift2=-574(.0 9). 13=-468(LC 9)
FORCES, (fti) -Max. Comp,/Max, Ten. - All forces 250 (1b) or less except when shown.
TOP CHORD 2-3=38971776,3-4=-3676t789,4-5=-35901799, 5-23=-31841739,6-23=-30261749,
6-7=-2646f706,7-8-2683ffi98,8-9=-35281794,9-10=43891960, 10-11=A528M4,
11-12=-26501582,12-13=-21771484
BOT CHORD 2-22=-508/3197. 22-24=44613097, 24-25=-446/3097,21-25=-44613097,20-21=-446/3097,
19 -20=-31212769,19-26=-312,/2769,18-26=-312/2769,18-27-39913059,
17-27=_39913059,16-17=-6 4009,9-16=W82 5
WEBS 5-22=251260, 5-20=506/205, 6-20=-93/650, 6-18=1 1241271, 7-18=-45711868,
8-18=-134 9, 8-17=-85[731, 9-17=-1 1291317, 14-16=-449/2534, 11-16=-26411834,
11-14=-1922/417,12-14=-44912385
Structural wood sheathing directly applied or 2-2-0 oc purlins, except
end verficals.
Rigid ceiling directly applied or 10-0-0 oc bracing. Except:
8-10-0 oc bracing: 16-17.
1 Row at Otani 6-18,8-18,9-17
MifeR to
be installed during truss erection, in accordance with Stabilizer
NOTES -
1) 0nd: ASCE 7-05; 100 ph; TCDL=4.5psf: SCOL-4,Spst; h=25ft; 8=45ft, L=42ft; emm=50; Cat. fl, Exp C; end, used; MWFRS (all
heights); cantilever tell and fight exposed; end vertical left and right exposed; Lumber DOL=1,60 plate gap DOL=1.60
2) TCLU ASCE 7-05; Pf=30.0 psf (flat roof snow); Category 11; Exp C; partially Exp,; Ct=1 A
3) Unbalanced snow loads have been considered for this design,
4) This truss has been designed for greater of min roof live load of 16,0 par or 1.00 times Oat roof bad of 30,0 Pat on overhangs
non -concurrent with other live loads,
5) All plates are MT20 plates unless otherwise indicated,
6) This truss has been designed for a 10,0 Pat bottom chord live load noreconourrent with any other live loads.
7) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide VAN
fit between the bottom chord and any other members, with SCDL = 10,Opsf,
8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at lambs) except at4b) 2=674,
13=468.
9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss,
A01
WARRING. WIW desk- P-niftl-ftes 4WREAD NOTES ON On AND MICLUVED UITEK REFERENCE PAGE N0-7473 M I&V31015 BEFORE USE
DeNign valid Rai arse ontywith Wc"cojtnnCt,Tio,, de§WKb=xJ oNyuponpodnwftmshot ri, mid i5 not
o our systmm Micro use, the bukiing de ugnw Tnint venfy the kg)pfircrbifify Of aeSxin ro"O"Wten Of'd P'OrredY 1FKXXP0mte Pah dm4nn kito /tie ovevoU
btAdng devip. Sta6ry irnicated is to prove nt uuckbN s)f 'tnitvidtxy truss web ondior chord membets orAy. Addtknd fornMixy and perovinoof brocing
e crWoys requircd Por siabifty cared to prevent c(Acipse with pouft, penomai iia ury and rimp", damarm, for general guk*mce regarding the
famk�aSori, st'Noge, degvety, eicxc,Im' and txacang of twssen and tivv, VOOM We AMI/Ten Quality CAkirki, OSI.89 and SCSI livilding Comptsurof
Safety Itrarmalun ovokitke from Titter Pittie ln0tule, Vii N. Lee Streel. S0,e 312, Akmoncldo, VA "2314.
April 4,20 16
7777 Greenback Lane
I
UAM
del ',� 3X4 �Z:
20 19 18 17 16 15 14 13 12
3X4 w= 3A =
I
LTCLLOADING(ps30.0
SPACING- 2-0-0 CSI.
DEFL,
in poc) I/deff Ud PLATES GRIP
(Roof Snow=30,0) Plate Grip DOL 1.15 TC 0.;35
Vert(LL)
me me 999 t MT20 1691123
TCDL 10k Lumber DOL 1.1 BC 0,23
Ved(TL)
n1a n/a 999
BCLL 0 0 Rep Stress Iner YES Wa OSO
Horz(TL)
0.01 11 rda n1a
SCOL Code IRC20091TP12007 (Matrix)
---------- - - . ....... __ ------- ----
Weight-, 119 1b FT = 20%
- ------- ...... . ... . ...
LUMBER.
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 no purlins,
BOT CHORD 2x4 SPF No,2
BOTCHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 WW Stud
WEBS
I Row at crept 6-16
............. . ... .....
MiTek recommends that Stabilizers and required cross, bractrifit
be installed during truss erection, in accordance with Stabilizer
REACTIONS. AD hearings 35-9-0.
(lb) - Max Harz I =-225(LC 7)
Max Uplift AN uplift 100 lb or less at jourtia) 1, 11 except 18=-142(LC 9),19=-1
12(LC 9),20=-180(LC 9),
14=-142(LC 9), 13=1 12(LC 9),12=-180(LC 9)
MaxGrav AN reactions 250 lb or less at joint(s) 1, 11 except 15=478(LC 1),
18=753(LC 2),19=424(LC
1),
20-544(LC 2),14=753(LC 3),13=424(LC 1), 12= (LC 3)
FORCES. (Ib) -Max, Comp./Max. Ten, -All forces 250 {Ib) or less except when shown.
WEBS 5-18=-496/177,4-19=-2851152,3-20=-415/207, 7-14=496(177, 8-13=495/15Z
9-12=-4151207
ROTES_
1) Wind: ASCE 7-05; 100mph; TCDL=4,5psf� BCDL=4,5pSf", h=25ft-, 13=45ft; L=3641; eave--fift; Cat, it; Exp C; enclosed; MWFRS (all
heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.60
2) TCLL: ASCE 7-05-1 Pf=30,0 psf (flat roof snovv)� Category IL Exp C; Partially Exp,; Ct=11
3) Unbalanced snow toads have been considered for this design,
4) All plates are 2A MT20 unless otherwise indicated.
5) Gable requires confinuous bottom chord beating.
6) This truss has been designed for a %0 pet bottom chord live load nonconourrent with any other live leads.
fit between the bottom chord and any other membem, with BCDL = 10.0psf,
8) Provide mechanical connection (by others) of truss to treating plate capable of withstanding 100 lb upfift at jointle) 1, 11 except OtAtt)
18=142,19=112,20--180,14=142,13=112,12=180
9) 'Seirs-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
MM
A WARIONG - MOdly d&V9- P-10ts 0-d RFAD NWE$ ON 0"AN9INCLWED MOEN REFERENCE PAGE 7473 mv. f"30foSSE FORRUSE:
Dew
et w0id fm kne only w0h Woub emmectm.. this destgn es tcned orfy ups pt ronxnen stxtm, and is fim an hdoduol bukhog component, nal
a trueSyVern. FO *,M 4Ae, Me bugco%; deOgrter mni verb thea appficcrtWy of desoi poromoten and roopeOy inc<ffP"ote#9S des4,w nto the ovefoij
buRdrctg otok
on, Sfocingiodk;odld
is to pevorn bmk§nq of rxiWdud,m w .b and/of chord me nfbeis otly,
6 aWays ofqured kx sfarAty sand to rxeveW CoUapse with po5**7 permed kLvy and rwoporty damage. Fu gen eorl qutdance ieqmdtng tareW'
elk
ANSI/Ml Clualler Criteria, 034-89 and" 11"ott Component TM Greo"bal
Safety Informa"on 0vok**4 fram nus" More /rut hare, Zig N, Lee Sferet, Sure M, Mexamido, VA 72314, skhte 109
Ram
3x9 ::- 19 18 22 17
16 15
14 1*3 32 3X4 .�;..
8x5
-----------...........
LOADING (psf) SPACING- 2-0-0 CSI �
DEFL.
in (lac) !/dell Ltd PLATES GRIP
TCLL 30.0 Plate Grip Chat 1.15 TC 0.29 �
Vert(LL)
rite rda 999 MT20 189f123
(Roof Snow -30.0) Lumtw DOL 1.15 BC 0,17
Vert(TL)
rite We 999
TCDL 10.0 0.0 * Rep Stress Ince YES 0,41
Horz(TC)
0.01 11 n/a ata
Code 1RC2009%TP12007 (Matrix)Weight
1021) FT 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPP No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oC puffn,&
BOT CHORD 2X4 SPF No,2
BOT CHORD
Rigid ceiling directly applied or 10- oCng.
OTHERS 2x4 W Stud
_ .
MlTek recommends that Stabilizers and required cross bracing
be installed during truss erection In accordance with Stabilizer
REACTIONS. All bearings 31-M
(ib) - Max Herz 1 x-19 (LC 7)
Max Uplift All uplift 100 in or toss at joint(s) I except 17=-138((_C 9), 18 =-128(LC 9), 19=132(LC
9),
14-138(LC 9). 13=-128g_C 9), 12- 132(LC 9)
Max Orav Ail reactions 250 Itt or lass at)oint(s) 1, 11 except 15=476(LC
1), 17=714(LC 2),
1 = 1(LC 1),
19= 396(LC 2), 14=715(LC 3), 13= 61(LC 1), 12=396(LC 3)
FORCES. (lb) -Max. p,/Max. Ten.. - All forces 250 (to) or less except when shown,
WEBS 5-17=4631174, 4-18=--318/166, -19=-316%159,7-14=463/174, 8-13=-3181166,
10-12=-316/159
NOTES -
1)
• r
heifftrts)� cantilever left and fight exposed � end vertical left and right exposed; Lumber DOL=1.60 plate grip 6
chord2) TCLL� ASCE 7-06; Pf--30.0 par glart roof snow); Category p; Exp C; Partially Exp.� CV:11
3) Unbalanced snow loads have been considered for this desigm
4) All plates are 2x4 MT20 unless otherwise indicated.
5) Gable requires continuous bottom chord bean%
6) This truss has been designed for a 10,0 psf bottom live load nonconcurrent• d
fit between the bottom chord and any other members, with BCDL = Op
capable8) Provide mechanical connection (by others) of truss to hearing plate of withstanding 100
t9) 'Senri-rigid pitchbreaks with lead _e Member end was used r
design of this truss.
WAR. desion pw.W0. Add READ NOTES ON Par AND INCLUDED Wner REFERENCE PAGE W7473 rev. 10431015 BEFORE
€7eas;tyr mold for uses cxsly with MiTeksconne:clotr Th) desein is basted enty upors pxsrarneters shown, and is for can ar kdriueat buk.*oi c as gxatat„ra4. not
a "arse syaotn, Mime use- the bukringa dtssonot anus, verify the appticobitty of design por arrne:terrs and pmrsearty incorporate: tt*. dms gn iner =he pvr.sr¢',d1
buR(sifir titstgniircae.lrsgg nWKNc;c5 e d tS to prevent ole -Ung of inv.1sv4vtsi heats web eandosr r,,emsi rnfta caecs only. Addihorr€tr ternteresn, and pennontns bradng,
is Oreays recgused for stobkry and to gx'esvent cokipse wdth possbie isevimsor am y and pdrMty dstfrowrge. Far g rinexat gurdaance regarding the
°abric,atian, sk sa€Fe, dOe ery. eif _txsn and bfri6ng of hawses and t -M systrrnrs, See, .Aldif jtitu Quality Werra, #x56•89 and Stott bubding Component
Safely Information aet0oblo ftofn Tnm Pfafe tnattuta, 218 R Lee Street, Suae 333, Arexrandfim VA 22334,
EM
s
N
- - -- -- --------- . ........ .
13-10-8 13,10s
Scale = 14TO
30 13 12 11 10 9 8 30
3x4
LOADING (Psf)
SPACING-
2-0-0
CSL
TCL L 30.0
(Roof Snaw=30.0)
Plate Grip DOL
1,15
TC 0,34
TCDL 10,0
Lumber DOL
1,15
BC 0,23
BCLl. 0.0
Rep Stress Inca
YES
WS 0,32
RM ion
Code IRC2009fTP12007
(Matrix)
DEFL, in (loG) Udell Ud PLATES GRIP
VerftLL) me rVa 999 MT20 1691123
Vert(TL) We ma 9"
Horz(TL) ODO 7 We rVa
Weight 85 In FT - 20%
LUMBER- BRACING -
TOP CHORD 2x4 SPE No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 m; purtins,
BOTCHORD 2x4 SPE No,2 BOT CHORD Rigid calling dkecOy applied or 10-0-0 as bracing,
OTHERS 2X4 WW Stud
MiTek recommends that Stabilizers and required cross bracing
I be installed during truss erection, in accordance vain Stabilizer
REACTIONS. All hearings 27.9-0,
(Ib) - Max Herz 1=-160ILC 7)
Max Uplift AD uplift 100 to or kiss atjoint(s) 1, 7 except 12--122(LC 9),13=-178(LC 9), 9=•122(1 9), 8=-178(LC
9)
Max Grav AD reactions 250 lb or less at joints) 1, 7 except 10=,532(LC 1), 12=543(LC 2),13=639(LC 1), 9=543(LC
3),8=539(LC 1)
NOTES -
1) Win& ASCE 7-05� 100rriph� TCDL=4,5psf., BCDL=4.5psf; h-25ft; 8=45ft; L=2$ft,, eave=4ft Cat, 11; Exp C; enclosed; MWFRS (all
heights), cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate g6p DOL -1 A0
2) TCLL� ASCE 7-0!h Pf=30,0 list (flat roof snow)� Category 11; Exp C; Partially Exp, -. Gt=1 1
3) Unbalanced snow toads have been considered for this design,
4) AA plates are 2x4 MT20 unless otherv4se indicated.
5) Gable requires continuous bottom chord hearing.
6) This tniss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live load&
fit behireen the bottom chord and any other members, with BCDL = 10,0rust,
8) Provide mechanical connection (by others) of truss to hearing plate capable of tvithstanding 100 lb upilift at joings) 1, 7 except Ot--lb)
12-122,13=.178,9=122,8=178,
9) "Semi -raid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
AwAntaNs, veffy d -sago arnmow,.ndwADycrrEsoN TwAso ANLL. uveawnris AEFERENCE PAGE MY -1413 rev, *20110168EFORE USE
Design vced fix use dory with Mire kS connecton. This desgn a based ony vfx)n poramehms Shown, and is for an Oidnklual tw"nq oornponent, t,*t
a In= ostefnr B('.'f<Xe Ule. Nee r"CW19 de poet Mist vOrRy the QppfiCobAry of deOgn ricrareeters and n",>odv inca porate, this design into ftw ovefoR
bVk4nqde*kp, Add0krrial Ternway and peirnamW bror-ing
i, aWaysequwed f0t slorofity and to povent co4opw w6th rxmbW pecond irfKmy anti propetty doonoge. Foi gonemi gAdance regarding the
ANW/Ml QUO* culeft, DSB-89 and BC31 SuIlding Compiumnt
I
April 4,2016
Lam
BMW
3*1 '.: 13 32 11 10 9 8 30
3x4 =
i QACatNG(psf}
TGLL0
SPACING-
2-0-0
CSI.
(Root Snow=30,0)
Plate Grip DOL
1.15
TO 0.25
BLL L 10,0 )
Lumber DCII.
1,15
BC 0.17
BOL 0 0 "
Rep Stress Iner
YES
WB 0.21
BC DL ion
e IRC2009PTP12007
(matrix)
DEFL. in (for-) Wall Ltd PLATES GRIP
Vert(LL) nta We 909 # MT20 1691123
Vert(TL) We rda 999
Horz(TL) 0.00 7 Mia me
weight 70 th FT = 20%
LUMBER- SRACING-
TCIP CHCIRD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or -0 oc purlins.
BLIT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,
OTHERS 2x4 WW Staid (Mi"i c w � rnsnds t Stabtltzers-and _ uir # er-s—s bracIn- eg �
be installed during truss erection, In accordance with Stabilizer
REACTIONS, AD bearings 23-9-0. ........ _... .
(lb) - Max Harz I= 130(1-C 7)
Max Uplift All uplift 100 lb or less at )oinl(s)1, 7 except 8=_132(LC 9), 9=-136(LC 9), 13=-132(LC, 9), 11=.136(LC
9)
tvtax Grsv All reactions 250 Its or less at joints) 1.'T except 10=493(LC 1), 8=399(LC 1), 9=5 6(LC 3),
13=399(LC 1), 11=5 6(LC 2)
LWA
NOTES-
1)
hejqldsL cantilever left and right exposed, end vertical left a tight exposed�
2) TCLL: ASCE A Pf--30,0 led (flat met Category IL Exp C; Partially Ep,� Ct=11
considered3) Unbalanced snow loads have been
continuous4) All plates are 2x4 MT20 unless otherMse Indicated.
5) Gable requires bearing.
6) This truss has been designed for .. 10,0loads,
fit between the bottom chord and any other members, with BCDL = 10,0psLa
8) Provide mechanical Connection (by others) of truss to
R plate capable ofWthstanding 100 In uplift at joint(s) 1, 7 except OtAti)
9) "Serix-rigid pitchbreaks with fixed hWs' Member end fixity model was used in the analysis and design of this truss.
ARNNG. Ve1ffy w errarttrs.WREA0 NOTES ON THIS AND IWLWWWTEX REFERENCE A4660#7473nns y. fSrIEF #tSE.
Design via4d for use onty with asgTevO conatnc ton, Skew decign 4 based o'* upon pcvornet r s shown, and fs hx an inofivtducrtbording cor pcisesrit, no*
U truss system.. Before use:.. the &xatid" V desx)ner must meWy 9w, oppkm billy of dmign p€arareteets and property i ncorpoream this deslger tragi the ovefali
Wsslixtgg design, Sra€.ing indicated is to puc e nr burning of grndawrc§u d truss web tar shor chord fneinberc onty. Ac.1C1i8don ad tempourry sand penvnanent Ormnreg
is aWays require9d fry s;:atoNty carnal to prevent €.adi apse w0h poss#:go mrswral latiury and pror " ty d arrxxgle. tax general ggu0ance mgordlr.g the
tcrbm'%:a#Er ra, saa^„rgn defiveay, f"'rection and bm encd or trusses omi niAs sysIcTcs. seam ANSI 'rPo . DSS•89 and BCSI St Compo t
fy #Marmara aa+ras9taiNu tresnn %aae« Pkrte urec�ftute. 2 r8 K Lee Street. Saute M, Ale"xaa a, VA 22314.
0
9-10-8 9~10-8
3x4 98 7 6 30 '^'
M
P-lat'le"O—ff--ts.f�Y)�,--"A",P--2- &
LOADING (pso
TCLL X0
SPACING-
2-0-0
CSL
(Roof Snow --30,0)
Plate Grip DOL
1,15
TC 037
TCDL 10,0
L u mber DOL
1,15
BC 0.22
BCLL 0'0
Rep Stress Incr
YES
WB OAS
.
Gods IRC 2009frPI2007
............ ..... ..
(Matrix)BQDL�
LUMBER -
TOP CHORD 2x4 SPP No,2
BOT CHORD 2x4 SPF NO,2
OTHERS 2X4 WW Stud
2X4 It
DEFL. in floc) Udell Ud PLATES GRIP
Vert(LL) nia n1a 999 MT20 169/123
Ved(TL) We - red 999
Horz(TL) 0,00 5 me nie
REACTIONS, Ali bearings 19-9.0,
(to) - Max Horz 1=-107(LC 7)
Max Uplift Aft uplift 100 lb or less at joints) 1, 5 except 8=-189(LC 9),6=-189(LC 9)
Max Grav Ail reactions 250 in or less at joint(s) 1, 5, 7 except 8--613(1 -C 2),6=613(LC 3)
FORCES, 0b) - Max, Comp,fMax, Ton, - All forces 250 db) or less except when shown
WEBS 2-8-474/215,4-6=4741215
Weight 55 fti FT = 20%
Structural wood sheathing directly applied or 60-0 oc purlins,
Rigid coiling directly applied or 10-0-0 or, bracing,
MiTok recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
. ........... . .. -- --.-
NOTES
1) Winfl: ASCE 7-05; 100mph; TCDL=4,5prf; BCDL=4,5psf; h=25ft, B=45ft; L=24ft: eave=4ft; Car, It: Exp C; enclosed; MW RS (all
hoightsi); cantilever left and light exposed: end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1,60
2) TCLL: ASCE 7-05; Pf=30.0 psi (flat rW snow); Category ll; Exp C; Partially Exp.; Cnal. 1
3) Unbalanced snow t have been considered for this design,
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live krads.
6) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 1, 5 except (jt=lb)
8=189,6=189. -1
8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.
I
A WARA-dREA0N0Tas ON THISAMB INCA, WW.WTEXREFERENCEPA"WI473rev 1003"IS8EFORE USE I iff
Dev'ctl voW htt use oMywrth MiTeMconnec%x%, This desgn is txxod M
oniv upon anvtmshowk
n, and L� fear tart ndyiduoi buifjing cornponent, not
0 fnm fysfem. Before use, the balding designer erust verffy the cippicobwly of devgn purorreten, and popedy incomootir 9we uengn into the 0vveiq
Inksolding deOrtn. Brocirig tnck,,,a�ed is torrro,et tttxoknfr ofkidivO,,ral truss wo*L
web and/or Otord nrernbem , Additional timniemmy and ynonent crocirg
e ahwnn reqveed foV
r atrMy curd N�h
) pecaitapse with pas**,,: ptxsonot V*Xy camel P10Pe0YdXn0oe� For qenevaa riukiance. regwding ttw Welk'
7 777 Gnsfriback Lane
safety kilonrallan avooQUO kern Twss PlWe Vlstahft, M N. Lee Street,&Ate 31Z Vexamkia, VA 2=4, 000, D58-99 and SCSt JuAlaing Campariest &A. 104
I
7-10-8 7-90-8 '
4X4
3X4 "-
6
7
6
3X4
2xd
2x4 11
2X4 0
;,.
__.. �...
�_: __..
1590
a
LOADING
LOA 300
SPACING 2-0-0
CsI
�..._
DEFG.
in
_.....,.,,:u
(loc) Udell
.._ .....
{
Ud
_ ------
PLATES GRIP
(Roof anew •30.0)
Plate Grip pili„ 1,15
TC Ct 23
Vert(LL)
old
nta
999�
MT20 1691123
TCDL 90.0
Lumber DOL 1.15
BC 0.09
Vert(TL)
Ala
not
999
SCLL O 0 ;
Rep Stress tour YES
WB 0,11
Horz(TL)
0.00
5 We
old
I
B CDL l(? 0Code
iRC2 ,71"12007
(Matrix)
Weight. 42 Ib FT = 20°%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 or, purtins.
BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.
OTHERS 2x4 WW StudMiTek mentis that ilrz and required cross braang .. .....
be installed during truss erection in accordance with Stabilizer In
REACTIONS, All bearings 15-9-0.
(tb)- Max Herz, 1= (LC 7)
Max Uplift All uplift 100 ib or less at joint(s)1, 5„ 7 except 8=-142(LC 9), 6=-142(LC; 9)
Max rav Ail reactions 250 Ib or less at joints) 1, 5 except 7=326(LC 1), 8-451(1 C Z), 6=451(LC 3)
FORCES. Qb) -Max. Comp./Max, Ten, - All forces 250 did or less except when shall
WEBS 3-7=-250142, 2-8=-362/169,4-6-3621169
NOTES -
1) Wind: ASCE 7-05; 100mph; TCDL= 4.Spsf, BCDL=4.Spsf; h=25ft, 8=45ft; L=24ft; eave=411; Cat. It Exp C: enclosed; MWFRS (all
heights): cantilever left and right o sed ; end vertical left and eight exposed; Lumber DOL=1.60 plate OF DOL=1.60
2) TCLL: ASCE 7-05; Pf=30.0 psi (ttat roof snow),. Cat it; Exp C, Partially Exp.; C
3) Unbalanced snow toads have been considered for this design,
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 list bottom chord live load nonconcurriwit with any other live toads,
6) , This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 tall by 2-0-0 wide will
74t between the bottom chord and any other members.
7) Provide: mechanical connection (by others) of truss to berating plate capable of withstanding 100 lb uplift at joint(s)1, 5, 7 except OtAld
8=142,6=142.
8) "Semi igid pitchbreaks with Fixed heels" Member end Purity model was used in the analysis and design of this truss.
WAN .M .arraN NOTES ON THIS AND INCLUDED WIEK "P.AGt hW7473 ret*. 68EF tom,
Deign vakil for use oniy with WekaS eonneci ora Thr, 6dmiggn is bosmi only ug' r pororti +ten Or, swn. tw,4 z' for an uid$!k'kl d t ukk:iktg Crrrnpaneat, riot €€4
as huss systene Before use, t?xr building flas gner a xnl verify the appii2 ob4ty of design inc rariv #efs and lxaapd:riv urr. arparrate "his dcastg n into the o,,straN
CuRding depgn. 8rochq mdrs-oted 4 90 pisvent buck"4 so indeidudl3 truss web orrtl8or chcwJ ween e s an..4ddittimot forriponmy;no pe trxanent bracing
4 abvre'aVa redautresl los stabi4ity and to paevent ciAopae tvNts Wisabiae pferrondiF iniuty and propma, dornoge. %tae raerrai ggtate3dasstier regezrvtiSetg the � i -
sob,k,, a*,n, stostige dteFvery, sxae coon and irmang of h,nnses rata# txc.m systeeris,. st:a ANSIM0 Quality Offedla. OSS -84 and 11751 building, Componentl 7777 Greenback Cane
Safety lntormaiion ravasikriae trorn Truss Plot¢ Rnsntute, 218 N. Cele Street. Sade 392, Atexandna, VA 223 i4. i S".4. 104
em
E�
003MIPM
04 4
2x4 Q 4*4
L 0 ADING p s 0
TCLL 300
SPACING2-0-,0
CSL
(Roof Snow=30,6)
Plate Grip DOL
1,15
TC 0,40
TCDL 10.0
Lumber DOL
1,15
BC 0,29
0 0*
Rep Stress Incr
YES
W8 0.12BCLL.
,
BCDL 10,0
Code IRC2009frPI2007
(Matrix)
LLIMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No,2
OTHERS 2x4 WW Stud
REACTIONS. (lb/size) 1-245111-9-0,3=245111-M,4--.559/11.9-0
Max Herz 1 =61 (LC 8)
Max Up#ft1=-66(LC 9),3=-66(LC 9),4=-102d_C 9)
Max Grav 1 =251 (LC 2), 3=251 (LC 3),4 =559(LC 1)
FORCES. fib) -Max, ComplMax. Ten, - Ali forces 250 (Inter less except when shown,
WEBS 24=-365/118
DEFL. in (W) Udell Ud PLATES GRIP
Vert(LL) net n1a 999 MT20 169/423
Ved(TQ net Na 999
Horz(TL) 0,00 3 We rVa
Weight: 29 lb FT = 20%
I
BRACING-
TOPCHORD Structural wood sheathing directly applied or 6-0-0 no puffins,
BOTCHORD Rigid calling directly applied or 10-0-0 we bracing.
MJTek recommends that Stabilizers and required cross bracing
be installed during truss election, in accordance with Stabilizer
------------- ----
NOTES-
1) Wind: ASCE 7-05; 100mph� TCDL-=4,,1"f; BCDL=4,5psf,, h=25ft; B=45ft; L=24t, eave=-41L Cat. It Exp C; endosed; MWFRS (all
heights); cantilever left and right exposed, and vorticaf left and right exposecL Lumber 1OL=1,60 plate grip DOL=I 60
2) TCLU ASCE 7-05; Pf=X0 Psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct-1 A
3) Unbalanced snow feeds have been considered for this design.
4) Gable requires continuous bottom chord beating,
5) This truss has been designed for a 10,0 Pat bottom chord live load nonconcuffent with any other live loads,
QW) 4AN &m%-, �a*llowr w0a.* raiiiiii r
fit between the bottom chord and any other members,
7) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 to upfill at joint(s) 1, 3 except (jt=lb)
4=102,
8) 'Semi-rilfid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss,
A WARAVAPS - V--* d-4- P.0W. end READMOTES OW 714% AND INCLUDED WTEK AF-FERENICE PAGE MM7473 w 1401WI5INSFORE USE
DftiqW*d tOr CW, CMiy Wfth WOM Connectm, This dmgn L5 based oNy upon part "Mters show», Md i, k, an h(kvidual bvOnq cornpowmt. m�
a inns sy0cm Before use, the buWmg desixsler rylmt verify rhe C44ACUOimy of dasgn rXXMTWf0'M OWJ PrOPPOV iMrflporote ffit, 0009n Wo the 0erali
b,Adir)g deWjn. Bretthqmd�-ated m to Wevent buck*iq of ociWduat twss web onfi/or -109
chwd me"bers o*, Adctlicxml �emidorary and peom, nem bt
is aways mql*ed for stc*yky and to provtni cora pse with possitxie persond N*" and prop easy ddrnage_ Fc gerimai qAdance regardmg the
Atianfil Overly caterlir DS -$P and SCSI Oulding Comporwet
Safety information ovokibk- Ifom Tfuz Mate instRute, 218 N Lee 312, Atexondda, VA 1,2314,
r7m
I
EM
REACTIONS, (italsize) 1=172rl-8.0,3-17217-8-0„4-30407-8-0
Max Harz 1=-38(LC 7)
Max tlpJUt1=-53(LC 9), 3-- 3(LC 9), 4=-39(LC 9)
FORCES. (to) _ Max. Comp,/Max. Ten. _ All forces 250 (lb) or fess except when shown.
LOADING OA0.t INCr { .. _,_
L
_.._:..... m-...
..--....
_,--__. _.--,
30.0
SPACING-
2-0-0
CSI.
(Roof Snow=30,)
Play Grip DOL
1.15
TC 0.22
TCD10.0
Lumber DOL
1.95
8C 0J 09
R LL 0.0 * I
Rep Stress Incr
YES
WS 0.06
BCDI
Code IR62 1TPI20tt7
(Matrix)
,.. _..._1(?_® _...._,
LUMBER -
TOP CHORD 2x4 SPF No.2
ROT CHORD 2x4 SPF No.2
OTHERS 2x4 WW stud
REACTIONS, (italsize) 1=172rl-8.0,3-17217-8-0„4-30407-8-0
Max Harz 1=-38(LC 7)
Max tlpJUt1=-53(LC 9), 3-- 3(LC 9), 4=-39(LC 9)
FORCES. (to) _ Max. Comp,/Max. Ten. _ All forces 250 (lb) or fess except when shown.
Weight: 18 tb FT = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac purlins,
ROT CHORD Rigid calling directly applied or 10- oc bracing,
M[Tek recommends that Stabilizers and required crass bracing
be installed during Mess erections in accordance with Stabilizer
_ostoll?tpmausle, ._. _ __ ___.. ------- .-_
•
t ,
consideredheights), cantilever left and light exposed - end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1,60
2) TCLL� ASCE 7-05; Pf--30k psi (flat roof sa&e)� Category ll� Exp C; Partially Expi.; Ct--1.1
3) Unbalanced snow loads have boon for this design.
designed4) Gable requires confinuous bottom chord boaring,
5) This tross has been for a 10.0 pal bottom chord five foodloads.
s^ �
WAR - V daatxar READ MOTES OR MISANDINCLUDSONTEK REFERENCE PAGE UN -7473 ate. MUMS BEFORE USE, I le
Design to id `or;ne rarely wliaa W ekS conneacton This design gn is based onry ugxxa g ac "ynuata,rs sinown. and 4 Eats on Wndivkivd bviklkatg cornponent, no! c
a tru s tys rtwn. SpOxe arse. the IsfAdvol designs mue verify the ams k;:zabiRy Of design p ahsawtees and propt*rgY mcotpoeve this design into the over¢aff a
isnAdin�g ctcor gn. € eiannrg andfoo ect ix is prevenf Wckrn g of errdiwhxia friss web candsor chord rte s of*. Addrt3onor 9e ex ,° cued perrnaanent bracirOi ) i `.
is Ways eg6serd far str'sib0s, end fo ptevere a tYi4rarrcEa wkh gaose0lo Pers0"i eatery and 6xcrr+erhr CgcxneKrigO; For ¢,deKxHout gucer ee±g ordraetg the
tobricrarkm v"age., drovery= nescUk,sn and brrrcin 7 of ?rtF.+res and truss w rens, see ANSI/Ml caner catelo, DSE-84 and SCSI fruilaing component 9777 C~bm
Safety information avoikabie fforn Teras Prahs inoitease, 218 hi Lee Street, Suite 312, Aiexrandfia, VA 2211+4. 1 suite 109
EM
DEFL.
in
(fact Udell
Ud �
PLATES GRIP
Vert(LL)
nta
We
999
MT20 169112.3
Vort(TL)
ria
- nfa
999 7
Horz(TL)
0.00
3 his
did
Weight: 18 tb FT = 20
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 ac purlins,
ROT CHORD Rigid calling directly applied or 10- oc bracing,
M[Tek recommends that Stabilizers and required crass bracing
be installed during Mess erections in accordance with Stabilizer
_ostoll?tpmausle, ._. _ __ ___.. ------- .-_
•
t ,
consideredheights), cantilever left and light exposed - end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1,60
2) TCLL� ASCE 7-05; Pf--30k psi (flat roof sa&e)� Category ll� Exp C; Partially Expi.; Ct--1.1
3) Unbalanced snow loads have boon for this design.
designed4) Gable requires confinuous bottom chord boaring,
5) This tross has been for a 10.0 pal bottom chord five foodloads.
s^ �
WAR - V daatxar READ MOTES OR MISANDINCLUDSONTEK REFERENCE PAGE UN -7473 ate. MUMS BEFORE USE, I le
Design to id `or;ne rarely wliaa W ekS conneacton This design gn is based onry ugxxa g ac "ynuata,rs sinown. and 4 Eats on Wndivkivd bviklkatg cornponent, no! c
a tru s tys rtwn. SpOxe arse. the IsfAdvol designs mue verify the ams k;:zabiRy Of design p ahsawtees and propt*rgY mcotpoeve this design into the over¢aff a
isnAdin�g ctcor gn. € eiannrg andfoo ect ix is prevenf Wckrn g of errdiwhxia friss web candsor chord rte s of*. Addrt3onor 9e ex ,° cued perrnaanent bracirOi ) i `.
is Ways eg6serd far str'sib0s, end fo ptevere a tYi4rarrcEa wkh gaose0lo Pers0"i eatery and 6xcrr+erhr CgcxneKrigO; For ¢,deKxHout gucer ee±g ordraetg the
tobricrarkm v"age., drovery= nescUk,sn and brrrcin 7 of ?rtF.+res and truss w rens, see ANSI/Ml caner catelo, DSE-84 and SCSI fruilaing component 9777 C~bm
Safety information avoikabie fforn Teras Prahs inoitease, 218 hi Lee Street, Suite 312, Aiexrandfia, VA 2211+4. 1 suite 109
EM
....................... .. ...._..__ .......__._. _. __.._. ......... ----- --- --- ---- - ------ � _-_-_ Vv
..-
i
r
3>
�_ j, -+ r
0 ^Ic, 00fl �v
m ,
10(0
6
tDCi.0° C�Ct,ep
CcL
i i7i'
0, a Z?t a". cf o
_n0 e0 a CIO 10
c
C7
}
0 0
ca n (D os ea QL 0 IUD
6o6 o6Cso0�(D '6,3 on m o o7 tacis c
5o�.
' co tensa; .c0 °m I
a o� u � _
o E
o`
c m
i
mgl Ck sa 'mria 7,
res'
M to
sn to c, m
> 44
0
fA ;0cr M "' C>
40
3
°°
40} 0
{ s
a
i0VC4-10-
'
C) ## M $5 x
M
4
4? C sot F
t o> Ct5 C> r
SIF
t3 MiTOP CHORD
t
�n � � en cn a is ra � ."> ±�a ; •� cn. cn ;a.. w s•a
ca ca`cn a czcms •camcr cir Rmrt nca 3a arn,_
s cms rD ms ° ca riasa s-3 tt�a croa
°z 0 gyn3i.
n. 03 c�a 3
y3 z -o �rt"re 21 Q2
3a n aR °n3 ° C0
9arozac ro 0as nc&Z v�-�C32s
� u rn cna' a rcCdtc c c� cum. n oR56�ro* s n- c0 o � CM a o 3 . c c ma 0saR
° mn3 3 crn
oma m 30 0 <-0 ceac
i
0 00 ji
to
11
9 .. 0 tai ° ca {° 3 ='. ° m a' a ° m ca 0 - =j m m - " :s 0D t"ai a
(30
z7 ° ° col 0 � 0
CD M
< 3 is e�. c
' C5 p 0 Cep {�? C} Cb �. � 0 n« �a to ii,tj' C: � µ �.. � tt7 �.
:T c ez is u. s ° a n ° < B
-�s s prom a oa3
j
6 a ci c 3(D
IT 0t
.......... _....n_..... ,.. ._,_.._.�..._. ,.... ......... ,.____ .,. ._ --- ----------- _------ a.._._,............ ... _, ,.....
3* wwft 2* vsat, 1 /1* CM I A CPF rams, okstobod dusee "at
L LAMMM
fil jg�� WWI or Showw; 2' Wast*. 1,5' Vwd1/2* C*' 1/2' H* P. Satom.
*4
2' Waste. 1.5* Vand. 1/2' CW:, 1/2* M, Prmur* SWonce 1201F mox od)
flow r"biato"
2* W*s* I.V, Vsft ll;r CW; 1/2' W. 2.0 OPW DW,.Oh,.
TRIO water hammer an"Wr,
LWSWM- 2- Waste; LS' Vast 1/2- Ck 1/2' K0,
14* wafft Ile vent 1/2* CW; 1/2* w
Washn 14' Vent; 1/2' CW, 4/2* Hvc Suna Cow
on kv&cw,
M aWLDatru, 2*ftwtv, 2veft i/2'cw wah trop—prwrar zurn moftwnd
W."ll .17pNDvW* TmtSed IMP PrVw WM 1/2CW cad bal vatvo at each
WTm,
I PmAdo as anchor, w*%ovis, as^ ard tam W a co"Wsq, Instaft0on,
�� ProvIdo stog, vahft an HW and CW confwtkKw to such latum
0
Fm
MAIL
WALL CO Co
w
— Lm
Qm
a
m
MAX01 I RA uy 4 _,lL I I m0cm-
m
CLJENT� LOU—MAR ENTITIES wwwDesignMEP.com
Tete., 303-263-0 1 rogwW28De4neednq.com 303-320-7755 in
Job: 3230 Iris Ct.
Project Summary Date: AprO3,2016
Entire House By: Joe Coliburif
Authority Air Designs, LLC. Plan: Rudibough Rosidence
6608 W, 95th Place, Westminster, CO 80021-6422 Phone: ('120) 354-8105 EfnaiL Joe@AuthorkyAk.coar Web: www,Auth;xityAir.com
"60
For- Lou Ficco, Lou -Mar Entities
3650 Vance St, Suite #1, Wheat Ridge, CO 80033
Phone: (303) 263-0489
Notes: Email: LouFicco@Gmaii.com
Design 1pfqrm!!fion
Outside db
0 OF
Inside db
70
OF
Design TD
70
*F
Heating Summary
52
Structure
51047
Btuh
Ducts
0
Btuh
Central vent (199 cfm)
12628
Btuh
Humidification
14364
Btuh
Piping
0
Btuh
Equipment load
78039
Btuh
Heatin'u
Coo in
M1
Area (112) 5641
75 'F
Volume (ft3) 44225
44225
Air changes/hour O 13
0.07
Equiv. AVF (cfm) 96
52
Heating Equipment Summary
-34 gr/lb
Make Carrier
n
Trade Comfort 92 Series
Rate/swingamultiplier
Model 59SC2C120S24-20
to
AHRI ref 7126227 (0.792 Derate)
28390
Efficiency 92.1 AFUE
Heating input 120000
Btuh
Heating output 88704
Btuh
Temperature rise 61
OF
Actual air flow 1600
cfm
Air flow factor 0.031
cfm/Btuh
Static pressure 0,85
in H20
Space thermostat
Outside db
91 'F
Inside do
75 'F
Design TD
16 *F
Daily range
H
Relative humidity
50 %
Moisture difference
-34 gr/lb
Structure
26785
Btuh
Ducts
0
Btuh
Central vent (199 cfm)
2850
Btuh
Blower
0
Btuh
Use manufcturer's data
n
Bt
Rate/swingamultiplier
0.96
to
Equipment sensible load
28390
Btuh
77?'' 1 Fill
: fill
Structure
-183
Bt
Ducts
0
Bt
Central vent (199 cfm)
-3795
Bt
Equipment latent load
0
Bt
Equipment total load
28390
Bt
Req. total capacity at O 85 SHR
2.8
to
I I III III I i � I I III I I I I I I 311��
I U:
Make Carrier
Trade Comfort 13 Series
Cond 24ABB342A30
coil CNPVP4824AL
AHRI ref 6381723
Efficiency 11�O EER, 13 SEER
Sensible cooling
35275
Btuh
Latent cooling
6225
Btuh
Total cooling
00
415Btuh
Actual air flow
1600
cfm
Air flow factor
O060
cfm/Btuh
Static pressure
0.85
in H20
Load sensible heat ratio
1.00
ilillillliil!!!!Iilllilllli�l! III!!': 1!1!!l lg!11!I1!1111r11�i 17.2�M
2016 -Apt -03 17:0819
wrightsol Right-SulteO Universal 2017 IT0,01 RSU18198 page I
Al ... nfitiesili3230 Iris C01-ol - 3230 Iris Cil call = III Front Door faces: N
M
III��II Assessment
ear rr
Entire
House
4a Air Designs,
wa
6608 W. 95th Place, Westminster, GO 80021-6422 Phone.. (720) 354.8105 Email: J uthor tyAir.c rn Weds: wwwAuthorityAircom
,, E.:0 Iris Ct.
Date: ea i
syJ00colbum
Rudibaugh Residerim
2016• 03 17:0815
wrightSo " Rigto-SuiteO Universal 2017 17.0.411 R U18198 Page 1
AM - ntitiesl3236 iris COLou-Friar - 3230 Iris Ct.rup Catc = MJ8 Front Door faces: N
ijqje�'
rmation
For:
LouaLou-Mar
! aa• COi
Phone: 263-0489
LouRcco@Gmail,corn
Design Conditions
Location:
I•aa'
a
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (T)
70
75
Elevation: «
Designi
r
Latitude:
tive humidity
i
50
• door
a asaMoisture*a
(
Dry bulb
r'Infiltration:
rangeDaily
Wet bulb
•t
Wind speed(mph)
150 T5
r p1d�c���t�
� � vc��t
2016• 03 17:0815
wrightSo " Rigto-SuiteO Universal 2017 17.0.411 R U18198 Page 1
AM - ntitiesl3236 iris COLou-Friar - 3230 Iris Ct.rup Catc = MJ8 Front Door faces: N
g Building Analysis
Endre House
k M
Authority
6506 W. 95th Piece, Westminster, CO 80021-6422 Phone: (720) 354-81415 8met4: Joe AuthorityAircom Web: www,AuthorityAir.com
Job: 3230 Iris CC
Date:Apr 2016
By: Joe Colbum
RudibaughResidence
Data entries checked.
2016 -Apr -03 17:0819
Z ntifies13230 Iris Ct\Lou-Mar - 3230 Iris Ump Cats = MJ8 Front Door ftices� N
pro �
m
For: Lou• , Lou -Mar Entities
3650 Ridge, 80033
Phone: 489
LouFicco@Gmail,com
best in Conditions
Location:
Indoor-
Heating
Cooling
Denver Stapleton
Intl AP, CO, US
temperature (*F)
70
75
Elevation:
5285 ft
Design TD (*F
70
16
Latitude:
40ON
tive humily
50
50
Outdoor:
r Cooling «
sw • a
s
i
!. fa
f +
. «
D
«•
Simplified
r •
61
Construction •
sht
Wind speed (mph)
150 TS
Fireplaces
in
4A 20328 1� «0
#` «18.2
14863+
14O 7281i 09
Ceilings
FloorsDoors
11 ±«W•Infiltration
s
1i
1 1,5 ♦ [ M
Ducts
**.
Piping
y. #.
Humidification
14364 18 4
Ventil•.ii
1621
Adjustments«
Total:N
iM' .01
coo
n
Walls
w 3949
1 Glazing
20A 16641 561'
�X I
Doors
x 0.8
«
t�
Ceilings
10 2791 9.4
Floors
0. R 0
Infiltration02
738
i�ll
Ventilation
8..i 96
Internagr
• j
♦ ww
Blower
Adjustments
f
Total
tf Er
Data entries checked.
2016 -Apr -03 17:0819
Z ntifies13230 Iris Ct\Lou-Mar - 3230 Iris Ump Cats = MJ8 Front Door ftices� N
Job.
Component Constructions Date: Apr 0 0
AuthorityEntire House Sy: Joe Colbum
Designs,
6608 Vit, 95th Placa, Westminster, CO 21.6422 Pham: (724) 354-8145 Email: Joe@AuthoittyAir.com lMetw wwwAuthorityAiucom
2416 -Apr -03 17:06.19
ri " Ralht-SuioO Universal 2017 17.4.41 RSU18198g
Pae i
e ..,11tities\3230 iris CALou-Mar - 3230 Iris Ct,rup Calc = MJ8 Front Door faces. N
For: Lou Ficco, Mar Entities
3650 lance St. Suite 1, Wheat
Ridge, CO 80033
Phone: (303) 9
Email: LouFicco@Gma7ii.com
Location:
Indoor:
Heating
Cooling
Denver Stapleton inti AP, CO, US
Indoor temperature (°F)
70
75
Elevation. 5285 ft
design Ti) (°F)
70
18
Latitude: 40*N
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (grub)
61.4
-34.0
Dry bulb (°F) 0 91
Infiltration:
Daily range (°F) - 27 (H
)
Method
Simplified
Wet bulb (°F) - 60
Construction duality
Tight
Wind speed (mph) 15.0 7.5
Fireplaces
1 (Tight)
Construction description
Or
Area 1.1 -value
Insul HtyyµdhA9y,Hy�Try�ML
Loss
Ig HTM
Gain
IF atuhtf-ml`
W-1DFMWh p
F 1uh
BlutIff
lawn
Walls
STC) - Basement Wall - R-11 - Draped: 8" Below Grade Concrete
n
80 0.052
11.0
4.05
324
0.30
24
Walt,R-11 Draped Insulation,Vinyl
a
337 0.052
11,0
4,05
1366
0301
101
S
171 0.052
11,0
4.05
602
0.30
51
all
588 0.052
11.0
4.05
2.382
0.30
177
STC} - Basement Wail - R-13 - Framed: 8" Below Grade Concrete
n
130 0.057
13.0
4,52
587
0.35
45
Wall, 2"°x4" Walls„R-13 Cavity Insulation, 112" Gypsum Board Finish
a
303 0.057
13.0
4.52
1369
0.35
105
S
529 0:057
13.0
4.52
2391
0.35
183
w
204 0,057
13.0
4.52
919
0.35
70
all
1166 0.057
13.0
4.52
5266
0.35
404
STD - Fra - R-21 S: Stuccos Ext, 10 Wood Shin, 2"x6"Frm Wall,
n
482 0,063
21.0
4.39
2112
1.17
561
R-21 Cavity Insulations, 112" Gypsum Board
e
432 0.063
21,0
4,39
1895
1.17
504
s
351 0.063
21.0
4.39
1538
1,17
409
W
218 0,063
21.0
4.39
956
1,17
254
all
1482 0.063
21,0
4,39
6501
1,17
1727
STD - Frame _ R-21 SN: Stone Ext, 112" Wood Stith, 2"x 6" Frm Wall,
n
472 0.063
21.0
4.38
2066
116
549
R-21 Cavity Insulation, 1t2" Gypsum Board
S
260 0,063
22,0
4.38
1140
1.16
303
W
679 0.063
21.0
4.38
2973
1,16
790
all
1412 0,063
21,0
4.38
6179
1.16
1642
Partitions
(none)
Windows
U-26 SHGC-26: U-26 SHGC-26 _ Windows: NERC rated
n
103 0.260
0
18,2
1865
9.14
937
(SHGC=0.26): 9 it head ht
n
138 0.260
0
18.2
2512
9.14
1261
a
139 0.260
0
18.2
2521
28.7
3968
61 0.260
0
18,2
1110
14.7
898
S
20 0260
0
18.2
364
14.7
294
W
30 0.260
0
18,2
546
28,7
860
w
209 0.260
0
18.2
3810
28.7
5998
all
699 0.260
0
18.2
12728
20.3
14215
U-26 SHGC-26 GD: U-26 SHGC-26 - Glass Door; NERC rated
n
48 0.260
0
18.2
874
9.14
439
(SHGCw0,26); 9 it head ht
e
69 0.260
0
18.2
1262
28.7
1986
all
117 0260
0
18.2
2135
20.7
2425
2416 -Apr -03 17:06.19
ri " Ralht-SuioO Universal 2017 17.4.41 RSU18198g
Pae i
e ..,11tities\3230 iris CALou-Mar - 3230 Iris Ct,rup Calc = MJ8 Front Door faces. N
MAUMMMMOMM&MMUS MU11211AMMINA
Insulation, 1/2"Gypsum Board
Floors
STD - Basement Floor - R-101- 4- Concrete Below Grade Basement
Floor, R-10 Foam Insulation Under Slab
s 24
0,200
5,0
W 28
0,200
5,0
all 52
0,200
5.0
2868
0,021
49.0
2853
0M3
MO
10
0A56
10.0
14,0
336
4,72
113
14.0
392
4,72
132
14,0
728
4.72
245
1,45
4148
OW
2791
1.61
4587
0
0
31.9
319
0
0
2016 -Apr -03 ITO& 19
+wrightSOW RiqhtSuiteV Universal 201717.0,01 RSU18198 Page 2
. -ntRies\3230 IM CI\Lou-Mor - 3230 Iris Ct,rup Cate = M38 Front Door faces: N
Ids Ct.
IA9>Joe
r.•1..: c.iEfidGU / ..�.t bte- Apr
16
Househ
um
Authority
Air
Designs,
W6.1 Rudibaugh
Residence
6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) -6105 Smell: J AathomyAir ctsm Web: www.AuthorityAircorn
Calculationsapproved by ACCA to meet all, Eeqyirementsof s
2016 -Apr -03 17M:19
.-rAffies\3230 Ms CUov-Mar - 3230 Iris Ct,nip Cato = MJ8 Front Dw faces: N
Right -JO Worksheet Job: 3230 Iris Ct-
Endre House Date, AprO3,2016
Joe Colbum
4001 Authority Air Designs, LLC. 1036.1 Rudibaugh Residence
6608 W� 95th Place, Westminster, CO 80021-6422 Phow (720) 3544105 Email: ioe@Authoritym, corn Web: www.AuthMtyAir.com
20WApr-03 17:08:19
vvr1qhtO'n'ft' Rlght�Sufte* Universal 2017 ITOM RSU181ag Page 2
-4061- 'tilin,
".. k3230 Iris Cftou-Mar- 3230 Ids Ct,nip Calc=MJ8 FrontDoorfaces: N
Right -JO Worksheet Job: 3230 Ifis CC
Date- Apr 03,2016
Entire House Joe Colbum
Authority Air Designs, LLC. w". : Rudibaugh Residence
rRAA W 45th Pin— VMstminMer- CO 80021-6422 Phone: (720) 354-810.5 Email: Joe @AutWityAir.corn Web: www,Auth(xityAif.com
FIJI -
2016 -Apr -03 17M:19
A��" -4+*- —rightSOft' Right-SuiteV Universal 2017 17A01 RSU18198 Page 3
... nfifiosN3230 tris ChLou-Mar - 3230 his Ct-ruP Catc = Mia Front Door facm N
Iris Ct.
Right -J@
•:• I
Date: AprO3,2016
Entire House Joe
Colbum
xw I
w
Authority Air Designs, LLC-
2016 -Apr -03 17:08:19
wrightSatV Right-SuireO Universal 2017 17A01 RSU 18198 Page 4
140-1—�K —nfifiesM30 Iris Ct\Lou-Mar - 3230 Iris CLnjp Cate = MJ8 Front Door facas� N
Right -JO •
Entire House
6608 W. 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Emaff: JoeCiAuthrifityAnrcoor Web. wwwAuthorityAir.com
Job- 3230 Iris Ct.
Ciatc Apr 03, 2016
Joe Cotbum
Rudibauqb Residenl
1 J, I
At&1, -Fk- '1,vw4ght5C'ft' Right-SufteV Universal 2017 17.0,01 RSU18198 20WApr-03 17:08:19
... nfifies\3230 Iris Ct%Lou-Mar - 3230 Iris Ct,rup Cato = MJ8 Front Door faces: N Page 5
Right -J@ Worksheet Job: 3230 Iris Ct.
Entire House Date. Apr 03, 2016
Joe Colbum
Authority Air Designs, LLC- L: Rudibaugh Residence
6608 W. 951h Place, Westminster, CO 80621-6932 Phone: (720) 354-8105 Emag:Joe@AuthofityAV.comWetrwww,AuthorityAir.com
rs2,016-Apr-03 IT0819Right-Suite* Universal 2017 1T0,01 RSU18198 Page 6
—nfifiesk=() tris CtkLou-Mar - 3230 Iris Ct.rup Calc - MJ8 Front Door
Iris Ct.
Alt
Right-J@ Wot*sheet
J.• 1Entire House Date: Apr 03, 2016
"
Joe w a
> Authority Air Designs, LLC.
J
Right -JO Worksheet Job: 3230 Iris Ct.
Entire House Date: Apr 03, 2016
4�>Joe Colbum
Authorfty Air Designs, LLC. L: Rudibaugh Residence
LOB . I I OCI t I., mr. I INJ! I
A+2016 -Apr -03 17:0&19
wright,6*0"- Right-SuiteV Universal 2017 17,0,01 RSU18198 Page 8
..'ntifies\3230 Iris Cftou-Mar - 3230 Iris Ct,rup Cale - MJ8 Front Door faces: N
RighW@ Worksheet
imt* Entire House
Authority Air D...« LLC.
6608 W. 951h Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Email. Joe@AuthorityAircorn Web; wwwAuthorityiNircom
Job: 3230 Ifis Ct.
Date- AprO3,2016
ft"Joe Colbum
pa : Rudibaugh Residence
oft' 2016-Apr-03 17M19
All -f4A- wrilight5Right-S.ReS Universal 2017 17,0.01 RSU18198 Page 9
... nfifies\3230 tris CI\Lou-Mar - 3230 Iris Ct,rup Cate = MJ8 Front Door facw N
Right -J@ Worksheet
Entire House
t - 'J -
6608 W. 95th Place, Vkstminster, CO 8W21-6422 Phow (720) 35"105 Emag: Joe@Author#yAir.com WW www,AuthorftyAk.com
Job., 3230 Iris Ct.
Date: AprO3,2016
It' Joe Colbum
M I Rudibaugh Residenl
m . (LO11I.M.1gillurg, I I -.i;
leI -44-wrightSoft' RightSuitoO Universal 201717.0,01 RSU18198 2016 -Apr -0317:0819
& —ritities\3230Iris CtXLou-Mar-3230 Ids Ct,rup Cafc=MJ8 Front Door faces� N Page 10
Right -J@ Worksheet
Job.
3230 Iris Ct.
03, 2016
Entire House
Date:
10161:
Apr
Joe Colbum
Residence
Authority Air Designs, LLC.
Rudibaugh
p.-- — .1--- Mr�.-6—t— reg Pnn'21-R429 PhMPA7201354-8105 Emad : JoeQAuthOotYAk.cOm WW wwwAuthorityAircom
2016 -Apr -03 17:08:19
4JO- —rl9htr-*>ft:' Right-SWOO Univefsal 2017 17.0,01 RSU18198 Page 11
ACF5, ..,ntifiosI3230 Ofs Ct\Lou-Mar � 3230 his Ct,ruP Cate - MJ8 Front Door faces: N
pi�i yi I
rgm.
Im
6608W.95thPfau, VVestminster,C08002"422Phone:: $720)35"105 Emag: Joe@,AulhorftyAircom Web: www,AuthafftyAir.com
late: AprO3,2016
Joe Cotbum
Rudibaugh Residenra
2016-Ap"3 17:0819
vwrightSoft' Right-SufteO Universal 2017 IT0,01 RSU18198 Page 12
—nfifis\3230 Ws. CnLou-Mar - 3230 tris Ct,rup Calc = MJ8 Front Door faces� N
Job: 3230 tds Ct.
Right -JO Worksheet
Date:
Entire House Joe Colbum
Authority Air Designs,
ccn.,Q w olth Ol.... att,an .t r Cn PM21FA22 Phorrw (7201354-8105 Emsad: Joe@AuthodtyAjccom WW www,AUthOMYAiTCGm
444- w r..RSU18198 Page 13
, -nfities\3230 Iris Ct%Lou,,Mar - 3230 Iris Ct,rup Cale - MJS Front Door faces: N
Load Short Form Job: 3230 Iris Ct,
Date: AprO3,2016
F
I Entire House By: Joe Colbum
Authority Air Designs, LLC. Man: Rudibaugh Residence
6608 W 95th Ptace, Wastirinnster, CO 8DO21-6422 Phone: (720) 354-8105 Email: Joe@AuthodtyAircorn Webwww.AuthorityAir.com
Project Information
For- Lou Ficco, Lou -Mar Entities
3650 Vance St. Suite #1, Wheat Ridge, CO 80033
Phone: (303) 263-0489
Email: LouFicco@Gmaii.com
Desi nformation
gn I
Htg 019 Infiltration
Outside db (*F) 0 91 Method Simplified
Inside db (*F) 70 75 Construction quality right
Design TD (*F) 70 16 Fireplaces 1 (Tight)
Daily range - H
Inside humidity 50 50
Moisture difference (gr/lb) 61 -34
Make Carrier
Make Carrier
Trade Comfort 92 Series
Trade Comfort 13 Series
Model 59SC2C120S24-20
Cond 24ABB342A30
AHRI ref 7126227 (0.792 Derate)
coil CNPVP4824AL
AHRI ref 6381723
Efficiency
92.1 AFLIE
Efficiency 11.O EER,
13 SEER
Heating input
120000 Btuh
Sensible cooling
35275 Btuh
Heating output
88704 Btuh
Latent cooling
6225 Btuh
Temperature rise
61 OF
Total cooling
41500 Btuh
Actual air flow
1600 cfm
Actual air flow
1600 cfm
Air flow factor
O 031 cfm1Btuh Air flow factor
cfm/Btuh
Static pressure
11.85 in H2O
Static pressure
0.85 in H20
Space thermostat
Load sensible heat ratio
1.00
ROOM NAME
Area
Htg load Cig load Htg AVF CIgAVF
(ftp)
(Btuh) (Btuh) (cfm)
(cfm)
Can Exercise
644
5692 734
178
44
Can Sauna
66
0 0
0
0
Dn Bath 1
100
819 108
26
6
Cin Bath 2
66
106 0
3
0
Dn Bedroom 1
190
2465 1533
77
92
[fin Bedroom 2
178
1967 1427
62
85
Din Mech
385
3175 173
100
10
Can Family
1134
7176 1765
225
105
Can Vault
104
0 0
0
0
• Bath
151
3040 1533
95
92
• WC
26
456 159
14
10
• WIC
134
1333 439
42
26
• Bedroom
289
2253 2140
71
128
Bath
92
1595 48,4
50
29
Library
241
3048 1880
96
112
WIC
84
0 0
0
0
Calculations approved by ACCA to meet all requirements of Manual J ath Ed
2016-Apr-03 17:W21
wrightsOft' Right-S.ReO Universal 2017 17,0,01 RSU 18198 Page 1
'I'M _tAfties13230 Iris Ct\Lou-Mar - 3230 Ids Ct,rup Cale = MJ8 Front Door faces-, N
Laundry
Gallery
Mud
Powder
Kitchen
Living
Entry
Hall
Dining
Entire House
Other equip loads
Equip. @ 0.96 RSM
Latent cooling
Calculationsapproved by ACCA to meet all requirementsof •
li • A
89
146
524
5
31
154
3676
4456
121
266
110
2234
592
70
35
56
46.5
125
15
7
263
380
1099
12
6
451
3094
2985
97
176
221
3026
1787
95
907
155
844
258
26
15
224
3858
2584
121
154
d
5641
59047
26785
1600
1600
26992
2850
28390
0
1
78039
28390
IEWI
1600
Calculationsapproved by ACCA to meet all requirementsof •
li • A
w.Duct System Summary .. , Ids Ct,
1*
Date: a r
0 *Entire House*- Colburn
*
Authority N
6608 W, 95th Place, Westminster, CO 80021-6422 Phone: (720) 354-8105 Email: Joe AuthorRyAircom Wilts: www,AuthorityAir.com
2016 -Apr -03 17:0&21
AL w:
Prroject
Information
on
: •Lou•Lou-Mar
3650 Vance St. Suite #1,
Wheat Ridge, CO 8W33
Phone: (303) 263-0489
LouFicco@Gmail.com
cooling
ExternalHeating
static pressure0.85
in H20
! A
lossesPressure
w
in H20
039 in H20
static pressure
0.46
in H20
0.46 in H20
Supply / return available
pressure
0.206 It 0154
in H20
02M U54 in H20
Lowest friction rate
0.068
irVI00ft
0,068 ini100ft
Actual air flow
16W
cfm
1600 cfm
TotalAvailable
N
SU
Detail
table
On
Do Bath I
h
819
26
w
1 14.0
ii
1!
30,8
250.0
11i
7 t
OX0
. !
11
Do Bedroom 2
c
a '«
1! «'
i!
/ t
32.7
230.0
On Exercise
h
2846
89
22
6.0
Ox 0
44.4
245O
Do Exercise -A
h
2846
89
22
6.0
ox 0
40A
235.0
3588
112
53
!7.0
•
.0
225,0
Do Family -A
h
3588
112
53
7O
OX0
48,7
250,0
On Mesh
h
3175
100 :+e
1
0,.
OX0
314
230.0
Entry
c
1787
951
107
70
OxO
50.8
245O
Gallery
c
1485
40
89
6
ox 0
10.6
235.0
*
#*
!l11i
w.Ox
0
161
215.0
1485
40
«N
1 1
&0
1!
23J
2%0
Hall
h
844
26
15
4O
Ox 0
U 1
235O
Kitchen
c
#ii
12
rN
1 «'
6,W-1
Ox 0
IZ8
25U
Library
C
1880
96
112
7.0
NO
44A
250.0
Livint
1492
481
896.11
1 1a
1
3Z 1
!
Uvin
F i
1.
IF w
R #
• w
♦i
• x *r
!
! !
• i.
04:
95
92
7.0
/!
41.4
250.0
2140
71
128
7DL
Ox f
19A
225O
is
0
4JI
Ox i
41A
240O
Mud
h
2234
1
35/
i
• i
ox 1
33.4
240.0
Powder
h
4651
15
7
41
OX0
32.7
2016 -Apr -03 17:0&21
AL w:
2016 -Apr -03 17:08:21
wrightSOW Right -Suit Universal 2017 17.0.01 RSU18198 Page 2
...ntitiest3230 Iris CRI-au•Mar. 3230 Iris Ct.rup Laic = MJ8 Front Door faces: N
`o`11
' DOAa
1 T i
e
- .HxW
Duct
�»Material
StIAPeak
460
11.7
M
•
ShtMetl
SO
Peak AVF
R
•
li
Peak i,.
:
Y R
833
! !.
♦ b
f
WA
Peak AVF
410
iia. y
HxW
StudlJoist!.
Opening
rb11
10x4
62,
85
219A
11 OA16
244
8.01
Ox
0
rt3
rbl
14x 17
503
160
195.0
O 1301
640
12.011
ox
0
02
rb10
IN 5
106
98
369A
O069
304
8.0 !1
ox
0
rt3
rb9
14x 6
81
177
3W3
0.083
508
8,0 1'
ox
0
rt2A
•
14xM
107
178
222,9
0.114
510
•i
i
�.
f
4♦ #
i #
M
t
1{
1i
i•
8.0
•:
YY
rb3
14x 5
112
154
MA
I
ay
K i
:1
Yi
i
rb7
14x 6
155
184
234.5
0.108
527
&0
ox
0
♦Ik
" 11
:
3726
U68 11 1
t •
Y:.
iF
rt2A
.. Ret"
run
Otal'.
TrunkR
•
«
•
r
Duct
».
Typ
•..
ial
0-06
639
115
11
8 x
14
ShtMetl
ti
Peak AVF
0.0
2016 -Apr -03 17:08:21
wrightSOW Right -Suit Universal 2017 17.0.01 RSU18198 Page 2
...ntitiest3230 Iris CRI-au•Mar. 3230 Iris Ct.rup Laic = MJ8 Front Door faces: N
I
I
�� \�
2� . .
I
u
SX �
afA C1
iCn}
�py�
g
r
CL
s
ra fx(y
'�
r tlP's Q iL
Sd _
z p.
>n
W
C
5
r
i
,a
r
x
Authority Air Designs warrants that the services shall be performed with due diligence by personnel possessing competency
c+*sistext wit% a*i0ic,?,'W4e W -VAC 1*0ustry stq,*;arfsMi, *tker reO�rese*t,?,ti*x, exvress *r i,"Het, 7*1 ** warr.?*ty *,rgv-?r?Pktee ?re
included or intended in this Aereement, or in anX re22rt-L*�uiaim,*eHver;?bIe. docu ettorot1envi
11-M-MIUMMIUMWU
the contrary in this Agreement, Authority Air Designs shall not be liable for any special, indirect, consequential, lost profits, or
punitive damages. Client agrees to limit Authority Air Designs liability to Client and any other third party for any damage on account
of anv error. omission ox -Sawdm-
provided giving rise to the claim. The limitation of liability set forth herein is for any and all matters for which Authority Air Designs
may otherwise have liability arising out of or in connection with this Agreement, whether the claim arises in contract, tort, statute,
or otherwise.
NIP
for the particular service provided that gives rise to the claim, subject to the limitation contained in the above Limitation clause.
Client agrees that it will not allege that this remedy fails its essential purpose.
ITMMAUM��,
to a project or Service (the "Reimbursable Costs"), Travel costs are defined as air travel, lodging, meals and incidentals, ground
transportation, tools, and all costs associated with travel. All extraordinary travel expenses must receive Client's approval. Authority
Air Designs shall provide to Client substantiation of Reimbursable Costs incurred.
0 IMMI
invoice, Client will so notify Authority Air Designs within seven (7) calendar days of receipt of invoice by Client, and if no such
notification is given, the invoice will be deemed valid, The portion of Authority Air Designs invoice which is not in dispute shall be
paid in accordance with the procedures set forth herein,
A finance charge of 1.5% per month on the unpaid amount of an invoice, or the maximum amount allowed by law, will be charged
*n past due accounts, Payments by Client will thereafter be applied first to accrued interest and then to the principal unpaid
balance, Any attorney fees, court costs, or other costs incurred in collection of delinquent accounts shall be paid by Client. If
payment of invoices is not current, AuthorityAir Designs may suspend performing further work.
AGREEMENT
By the Client's use of any report, opinion, deliverable, work product, document or otherwise, the Client agrees to the terms and
conditions set forth in this document. If Client disagrees with the content of this document, the Client must respond to Authority Air
Designs, in writing, within 5 days of receiving the Reports and Designs and discontinue the use of the reports or services provided,
Foundation vests a io
ly Residences at 3205, 3210, 3220 and 3230 iris Court
Wheat Midge, CO
Lou nr;Ent tie
3650 mance Street, Suite
Wheat Ridge, CO 80033-6296
May 1 , 01
I`IS403 L 1: 1 11 1
` , tft
I
Single Family Residences at 3205, 3210, 3220 and 3230 Iris
Wheat Ridge, CO
Loumar Entities
3650 Vance Street, Suite I
Wheat Ridge, CO $0033-6296
Terradyne Project No.: 0131016
May 14, 2013
Engineering the Future Since 1905
John Gunter, PX (TX)
Terradyne, DEN Inc. Chief Engineer
15403 East 17' Avenue, Suite E
Aurora, Colorado 80011
303-463-9317 1
Fax 303-463-9321
I., CURB Rn
L.(:)urnar Entities
3650 Vance Street. Suite I
Wheat Ridi -) 0 -
ge. CO 80033-6296
Attnlr, Lou Ficco
.....................
Terradyne DEN, Inc.
15403 E: 17th Avenue, Suite E
Aurora, Colorado 80011
Phone,, 301 3.931
Fax: 303,463.9321
wwwwradyne,com
Re-, Soils and Foundation Investigation
Single Fandly Residences at 3 )205, 3210. )2_20 laid 3230 Iris Court
Wheat Ridge. CO t
Terradyne Pro ect No.C' 131016
w J
As requested. Terradyne DEN. Inc, has completed the Soil and Foundation Investigation
fear the proposed construction, The attached report, presents the results of the field investigation
and laboratory testing and recornmendat ions for foundatilrit type, slab. hearing pressure and
recommendations related to theproposed construction.
Teffadyne appreciates and \vishes to than you for the opportunuy to be of service to you
on this prtiject. UNve can be of additional assistance durint',, the i-iiateriaf,,,,,testing-qualit, control
phase ofconstruction, please contact us at ( aft 31) 4631-9�1 17,
Respectfully submitted,
Terradyne D,EN,,,knc_1
Z
45421
Vinod' avi
Branch, a a n,y
, yw
Branch
,y
Copies: Above (?)
Environmental Engineering * Geotechnical Engineering # Construction Materials Testing 0 Civil Site Design * SUrveYirY,9
EXECUTIVESUMMARY .............................. «..... .............«.......................................«« . .,...... .................6
1.0 INTRODUCTION «....«.«.. ............« .............« ......... ........« ......««« . ......««» .............«.................1
2.0 PROPOSED CONSTRUCTION «..................... ,«............................ .......... ......... ..,....,...............I....«««1
3.0 PURPOSE AND SCOPE OF SERVICES ....................... ..................... « .«,«.«»...................................1
4ASITE CC)tNDITIONS.......«.......................« ......... ......... ......««... .....................« ...............««........«.....2
5.0 GEOTECHNICAL INVESTIGATION_ ... _ .....««.«,««..........................«,...........................................«««3
5.1 FIELD TESTS AND MEASUREMENT . ,................ « ...........«......................................» ............«...3
5.2 FIELD LOGS «............................«....«................................ .......... ......................» ......... ..................4
5-3 PRESENTATION OF DATA...... .....««.........«...............................« ...............« ......... ................«.4
.4 GENERAL SUBSURFACE CONDITIONS «....................................«................ ..............................A
6AANALYSIS OF RESULTS ..... «.....................................«««.....,«................«..« « ..... .....« ......«......«« ..5
7.0 FOUNDATION RECOMMENDATIONS ...«....,..,.«....««..................................««................................«5
7.1 SPREAD -TYPE FOOTINGS «........................................... ..............................«..................««........««......,5
7.2 SHALLOW FOUNDATION CONSTRUCTION GUI.DELINES.................««««..«............... ........«.........6
11.0 SLAB -ON -GRADE CONSTRUCTION ........«..............................««..........., « ............... .......«.«......7
9.0 LATERAL LOADS AND SUBSURFACE DRAINAGE «...........« .......«......«.........««............... .........5
10.0 DRAINAGE ................... ...........„...............««................ ......... ............. ...... .............«.............«.«9
11.0 SITE PREPARATION ......................................................... .««..... «...........I...................... ...........«.«...10
12.0 SELECT STRUCTURAL FILL .«.........« ....«. ........ ......................... ....................« .................10
'1"ABLF l l -I COMPACTION SPRIFICA ION ....................... ........................11
110 EXCAVATIONS ,..«» .............................. ................« .« .......« « . «........... ..... ......... ..,........«..«..11
14.0 SHORING ......... ............................... ........««.............................«........ ...................«.. .......«.........11
15.0 LIMITATIONS ............................................ . ...................... .......«.«........,.... .......« ..«..............12
GeologistsTerradyne DEN, Inc. Engineers,
INUMM
sn't, PLAN AND LOCATION OFEXPLORATORY BORING
LOGS OF EXPLORATORY BORINGS
GRAPHIC LOG SYMBOLS
SUMVIARY OF TEST RESLLTS
SWELL/ C()NSOIJDATION GRAPHS
APPENDIX A,. IMPORTANT INFORMATION ABOUT IT IS REPORT
APPENDIX B- TYPICAL FOUNDATION DRAINS DETAILS
APPENDIX C - EART[IWORK RIX,'ONINMENDATIONS
Tetrady�e—DFN, Inc. Engineers, Geologists & Environmental Scientists
The soil conditions at the site of the proposed Residences at 3205, 3210, 3220 and 3230
Iris Court, Wheat Ridge, CO, were explored by drilling four borings to the depth of 26 feet.
Laboratory tests were perfonned on, selected
• to evaluate the engineering
characteristics of various soil strata encountered in our boring.
This report presents a description of subsurface conditions encountered at the site,
recommended foundation systems, and design and construction criteria influenced by the subsurface
conditions. It is based on data obtained from field investigations, laboratory test results and our
previous experience. A summary of our findings and recommendations is presented below:
* The subsurface conditions may generally be grouped into three different strata with
similar physical and engineering properties. For detailed descriptions, the boring log
provided at the end of this report.
• Ground water seepage was not encountered in our borings during the time of our field
exploration. However, ground water levels will fluctuate with seasonal climatic variations
and changes in the land use.
• Based on the results of the field investigation, we recommend using shallow spread
footings to support the proposed Residences.
* Allowable soil bearing pressure of 1,600 pounds per square foot (PSF) is recommended
for the design of shallow spread -type footings for the structure bearing on undisturbed in-
situ soils, founded at a minim urn depth of 3-fect below the lowest finished grade at the
site for frost protection.
Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists
Care should be rovidl I I to revent the d in out of soilsd in conscoon.
and ruse tient wettin of the underl in la and sand la soils ma cause swellin
and subseAcent movement
-
* There is a low to moderate risk of slab movement at the proposed slab elevations when
the slab is supported by the near -surface soils. Potential vertical movement to the order of
1 V2 site, Non expansive compacted select structural fill
may be used to reduce the risk of movement. A structural floor should be used if the risk
,)f movement is not acceptable. Slabs supported on grade should be free to mog
vertically and not connected to the foundation system.
In order to minimize the chance for moisture infiltration into the foundation soils and limit
the potential for movement of the foundations and/or slabs, positive drainage down and
away from all foundation walls and the structure should be established and maintained at all
a An exterior foundation perimeter drain is recommended below foundation elevations
* Detailed descriptions of subsurface conditions, engineering analysis, and design
recommendations are included in this report
W -UP 1111: 1 ii, 11
I.0 INTRODUCTION
This report presents the results of our geotechnical engineering investigation for the
proposed single family Residences at 3205, 3210, 3220 and 3230 Iris Court, Wheat Ridge, CO.
The object of this investigation was to evaluate the physical properties of the soils underlying the
site to provide recommendations for foundation design, slab support, and related earthwork.
2.0 PROPOSED CONSTRUCTION
It is our understanding that the proposed construction is four single family Residences
with a full basement. The proposed construction will consist of concrete basement walls and wood
frame construction above grade. Although foundation loads are unknown at the time of this report, it
is anticipated that the structure will be relatively lightly loaded with column and wall loads on the
order of 18 kips and 2 kips per linear foot, respectively. It is assumed that the basement elevations
would approximately be at 8 feet below grade. Should designs details differ form those presented,
this firm should be notified so we can provide additional recommendations, if required.
3.0 PURPOSE AND SCOPE OF SERVICES
The purpose of our geotechnical investigation was to evaluate the site's subsurface and
ground water conditions and provide geotechnical engineering recommendations for the design
and construction of the proposed Residences at proposed site. Our scope of services includes the
following:
1) Drilling and sampling of four borings to a depth of 26 feet.
2) Evaluation of the in-place conditions of the subsurface soils through field penetration
MW
'reffadyne DEN, Inc. Engineers, Geologists & En��JronnWWW 96lentists
3) Observation of the ground water conditions during drilling operations"
4) Performing laboratory tests such as Atterberg limits, Percent Swell, gradations and
moisture content;
5) Review and evaluation of the field and laboratory test programs during their execution
with modifications of these programs, when necessary, to adjust to subsurface conditions
revealed by them;
6) Compilation, generalization and analyses of the field and laboratory data in relation to the
project requirements;
7) Preparation of recorninendations for the design, and construction phase of the project;
9) Consultations with Prime Professional and members of the design team on findings and
recommendations; and preparation of a written geotechnical engineering report for use by
iction
The Scope of Services did not include any environmental assessment for the presence or
absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater, or
air, on or below or around this site. Any statements in this report or on the boring log regarding
odors, colors or unusual or suspicious items or conditions are strictly for the infori-nation of the
client.
4.0 SITE CONDITIONS
The site consisted for three contiguous lots 3210, 3220 and 3230, and 3205 on the west side
of iris court. The site was covered by vegetation. The terrain was rolling.
Teffadyne DEN, Inc. Engineers, Geologists & Environmental Scientists
I
5.0 GEOTECHNICAL INVESTIGATION
Subsurface conditions were investigated by drilling four exploratory borings to depth of 26 -
ft, from the existing grade at the locations indicated on the Site Map. The borings were advanced
using a 4 -inch diameter continuous flight auger powered by a CME -45 drilling rig. Samples were
taken at selected intervals using a California ring sampler, which was driven into the soil by
dropping a 140 -pound harnmer through a free fall of 30 inches. The number of blows required to
drive the sampler into the soil is known as a penetration test. The number of blows required for the
sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative
density of the soils and bedrock encountered. The results of the penetration test and log of materials
encountered are presented in the Logs of Exploratory Boring. Samples were returned to the
laboratory where they were visually classified and testing was assigned to evaluate the, engineering
properties of the soil layers. Laboratory testing consisted of moisture and density determinations,
and gradation tests. The results of the laboratory testing are also presented in this report.
5.1 FIELD TESTS AND MEASUREMENT
Water Level Measurements - Water level observations were made, during the boring operations and
the result is noted on the boring log. In relatively pervious sails, such as sandy soils, the indicated
elevations are considered reliable ground water levels. In relatively impervious soils, the accurate,
determination of the ground water elevation may not be possible even after several days of
observation. Seasonal variations, temperature and recent precipitation may influence the levels of
the ground water table and volumes of water will depend on the permeability of the soils.
111111:111111111 I:IIjqI!I IIIIIIII I� I IIIIIIIIIIIg
El
5.2 FIELD LOGS
A field log was prepared for the boring. The log -contained information concerning the
boring method, samples attempted and recovered indications of the presence of various materials
such as silt, clay, gravel or sand and observations of ground water. It also contained an
interpretation of subsurface conditions between samples. Therefore, this log included both factual
and interpretive information.
5.3 PRESENTATION OF DATA
The final log represents our interpretation of the contents of the field logs for the purpose
delineated by our client.
5.4 GENERAL SUBSURFACE CONDITIONS
The subsurface conditions may generally be grouped into three different strata with
similar physical and engineering properties as per the boring log provided at the end of this
MM
Ground water seepage was not observed in our borings during drilling operations. Ground
water levels will fluctuate with seasonal climatic variations and changes in land use. It is not
unusual to encounter shallow ground water during snow melt or during or after periods of
precipitation. The surface water tends to percolate down until it encounters a relatively
impervious layer.
— ---- --- --------
"fit
N, Inc. Engineers, Geologists & Environmental Scientists
I
6.0 ANALYSIS OF RESULTS
The recommendations presented in the following pages are, based on the data obtained from
our field and laboratory tests, our past experience with geotechnical conditions sinufflar to those at
this site, and our engineering design analysis.
The type and depth of foundation suitable for a given structure primarily depends on several
factors: the subsurface conditions, the function of the structure, the loads it may carry and the cost
of the foundation. Additional considerations may include acceptable performance criteria set by the
owner, architect, or structural designer with respect to vertical and differential move, ments which the
structure can withstand without damage.
Based on the above mentioned conditions, the engineering design analysis considered,
shallow spread type footings to support the proposed structure.
7.0 FOUNDATION RECOMMENDATIONS
7.1 SPREAI -TYPE 1`00TINGS
Shallow spread -type footings founded in undisturbed in-situ soils, bearing at minimum
depth of 3 -feet below the lowest finished grade, in conjunction with the recommended site
preparation and moisture protection provisions, can be used to support these proposed structure.
An allowable soil bearing pressure of 1,600 pounds per square foot (PSF) is
recommended for the design of shallow spread -type footings bearing on undisturbed in-situ soils,
founded at a minimum depth of 3 -feet below the lowest finished grade at the site or that
required by local jurisdiction; whichever is greater) for frost protection. A minimum dead load of
800 PSF should be maintained on all touters to reduce the risk of movement.
Terrad 'e N, Inc. Engineers, Geologists & Environmental Scientists
M
In order to minimize the sensitivity of the structure to differential movement, the footings
and walls should be reinforced to allow for a degree of load re -distribution should a localized
zone of the supporting soils become saturated. Stem walls should either be positively separated
7.2 SHALLOW FOUNDATION CONSTRUCTION GUIDELINES
Significant moisture increase in the in-situ soils could create additional and/or excessive
movements in the site. Accordingly, the site drainage and moisture protection provisions,
recommended in this report are critical design considerations.
Prior to placing concrete, all bearing surfaces must be cleared of all loose material.
Disturbed material may only be re -compacted with guidance from, and after contacting this
EM
To verify the soil conditions and soil bearing capacity, it is required that an ol)en hole
observation be perforilued. The entire excavation must be dug down to final grade prior to the
observation. If potentially expansive clay, deleterious material, or other unsuitable conditions
are found, additional over -excavation of some or the entire site may be required — replacing
inadequate soils with acceptable materials. Revised foundation recommendations — such as the
use of drilled piers — may also be required. Please call to schedule this inspection.
Ensure that the requirements contained herein are reflected in any construction plans
developed for this site.
DEN, Inc. n I rs, Geologists & Environmental Scientists
i
8.0 S.LAR-ON-GRADE CONSTRUCTION
The Slab Performance Risk at this site is judged to be low, However, it must be
understood, that changes in the water content of these soils may cause the soil to swell or shrink,
which may cause movement or cracking of slabs. Potential vertical movement to the order of I 1/�,
inch is anticipated at the project site. Non expansive compacted select structural fill may be used
to reduce the risk of movement.
However, if some movement of a slab is not acceptable, the proposed structure should
be constructed utilizing a structural floor system, rather than a slab.
Should the owner elect to accept the risks of expansive / consolidating soils and the
effects they may have on slabs, the following measures have been shown to be helpful when
constructing slabs. The following information however, must not be construed as an approval to
construct slabs—on—grade.
Slabs should bear on proof -rolled and re -compacted materials. A proof -roll, of the
subgrade shall be observed by the geotechnical engineer's representative. They must not bear on
gravel or other materials which may allow the migration of water below the slabs. If the on-site
soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This
will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit
below 30 and a Plasticity Index between 10 and 15 are preferred.
Slabs shall be isolated from foundation components by slip joints constructed to allow the
independent movement of the slab. Slabs shall also be separated from any utility components by
isolation joints. Mechanical equipment resting on slabs must be fitted with expandable /
Terradyne DfiN, Inc. Engineers, Geoiogists & Environmental Scientists
9
collapsible sections in order to allow movement of the slab without damage to the equipment or
Non-bearing partition walls must be constructed with a minimum of 3 inches of float to
allow for movement of the slab without damaging any part of the structure. All doors, shall be
constructed with at least a I inch gap at floor level. It is the owner's responsibility to monitor
and maintain all floats and gaps as necessary. If additional information on float is needed, please
contact this office.
Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects
of the supporting soils, Floor slabs must also be scored in accordance with the American
Concrete Institute (ACI) recommendations in order to control cracking of the slab due to
shrinkage or other factors. These scores should be a maximum of 12 feet aparL'
The ultimate passive soil resistance against edges of footings, grade beams, etc., with
ME=
Below grade walls must be designed for lateral loads. For "active" conditions, the walls
should be designed for an equivalent fluid pressure of 45 PCF for property compacted backfill. For
"at rest" conditions, equivalent fluid pressures of 55 PCF should be used. These loads do not
include swelling pressures, hydrostatic loads or surcharge loads, such as sloping backfill or vehicles.
An exterior foundation perimeter drain is recommended order to protect the structure from
water damage. Foundation wall must be braced or be supported by first floor framing prior to
backfilling the foundation.
TerradFm�EN, Ine. Engineers, Geologists & Environmental Scientists
M
10.0 DRAINAGE
The risk for wetting of foundation soils can be reduced by carefully planned and maintained
surface drainage. The following precautions should be observed during construction and be
M=!!MIMIM�1111110 [ � � 31MEEM
Excessive wetting or drying of open Inundation excavations should be avoided as much as
possible during construction. Backfill adjacent to foundation walls should be moistened and
compacted. Any settlement of backfill after completion of the structure should be repaired and
positive drainage reestablished.
The ground surface surrounding the structures should be sloped to drain away from the
structures in all directions. A minim urn slope of 12 inches in the first 10 feet should be achieved and
maintained after construction. Roof downspouts and drains for the structures should discharge to the
surface well beyond the limits of all backfill. Irrigated landscaping should not, be placed within 5 to
10 feet of the foundation walls.
Plastic membranes should not be used to cover the ground surface immediately surrounding
the structures. These membranes trap moisture and prevent normal evaporation from occurring.
Geotextile fabrics are a suitable option to control weed growth and allow some evaporation.
In order to minimize the chances of water damage to the structures, an exterior perimeter
drain is recommended for any structures built on this site. This drain may flow into a sump pit fitted
with a pump, or may flow to a suitable 'daylight' outside of these structures.
Te—rwradyne DEN—,hn�,c�------ Engineers, Geologists & Environmental Scientists
H
11.0 SITE PREPARATION
Organic material, manmade fill, and any debris or deleterious materials should be
removed from the foundation area and wasted off site or used for non-structural purposes.
Structural fill material (or processed on-site soils) must be placed in 12 inches loose layers and
compacted to 8 -inch lifts, and compacted to 95 percent, of the Standard Proctor maximum dry
density within 2 percent of the optimum moisture content. Additional recommendations for
earthwork are presented in Appendix C.
Structures supported by insufficiently compacted structural fill may settle. Any fill
utilized for non-structural purposes — such as landscape backfill — must be compacted to a
minimum of 90 percent of maximum dry density as determined by ASTM, D 698. In hot, windy
or dry weather, the site should be periodically wetted with a water spray if needed to maintain its
moisture content and not dry out excessively.
12.0 SELECT STRUCTURAL FILL
Any select structural fill used at the site should have a Liquid Limit less than 35 and a
Plasticity Index between 5 and 15. The fill should contain no particles greater than 3 inches in
diameter, The percent passing U.S. Standard Sieve No. 4 should be between 40 and 80 percent and
passing Sieve No. 40 between 10 and 50 percent. The percent passing Sieve No. 200 should be less
than 50 percent. The fill materials shall be placed in loose lifts not to exceed 8 inches and
compacted to as outlined in the following table.
grade that will be carpeted or receive moisture sensitive coverings or adhesives.
�li,l�liillllll 111011111111 11 i!! I I I I I I � I I I
M1M1VH1jQWMPj�i j 1: 1 V, 1115rit
If the existing grade has to be raised to attain the finish grade elevation, select fill should be
placed, compacted and tested for compaction compliance by TERRADYNE.
Table
13.0 EXCAVATIONS
Excavations should not remain open for extended periods of time, permitting wetting or
drying of the bearing materials. Moisture changes of the bearing materials may increase the risk
for movement. Care should be taken when working near the sides of excavations at all times,
and, the slopes should be monitored by onsite personnel during construction for evidence of
sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge
loading at the top of the cut by equipment, materials, or vehicles must be avoided, since
surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a
minim an of 5 horizontal feet from the edge of the excavation. Final evaluation of excavations,
excavation slopes and soil and bedrock materials exposed in excavations should be done during
construction by the contractors "competent person" as required by OSHA guidelines.
14.0 SHORING
Due to the soil types present, shoring or stabilization of the excavation may be necessary
at this site. An open -hole observation should be perfortned if required by the local municipality
or if there are any concerns regarding excavation safety or stability. If the proposed excavation
Terradyne DEN, Inc. Engineers, Geologists & Environmental Scientists
M
is within 10' of any existing structure, or if potential property damage or safety is an issue, some
form of shoring may be required.
15.0 LIMITATIONS
In any subsurface investigation, limited data is available from which to formulate soil
descriptions and generate recommendations for foundations and related construction
components. The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations. The report does not reflect
variations that may occur between borings across the site. The samples taken are indicative of the
subsurface materials at the time and at the location the samples were taken. Precipitation,
seasonal changes, and excavating are just a few of the factors, which may create changes in the
composition of the site. If variations then appear evident, it will be necessary to re-evaluate our
recommendations after performing on-site observations and tests to establish the engineering
significance of any variations.
This report does not address nor was intended to address any environmental issues,
hazardous materials or toxic waste issues, or other subsurface situations or conditions other than
those described within this report. The project geotechnical engineer declares that the findings,
recommendations and/or professional advice contained herein have been made and this report
prepared in accordance with generally accepted professional engineering practice in the fields of
geotechnical engineering and engineering geology. No other warranties are implied or expressed.
This report is valid until site conditions change due to disturbance (cut and fill grading)
or changes to nearby drainage conditions, or for 3 years from the date of this report, whichever
Teln6ne DEN, Inc. Engineers, Geologists & Environmental Scientists
M
occurs first. Beyond this validation date, Terradyne shall not accept any liability associated with
the engineering recommendations in the report, particularly if the site conditions have changed.
If this report is desired for use for design purposes beyond this validation date, we highly
recommend drilling additional borings so that we can verify the subsurface conditions and
validate the recommendations in this report."
This report is intended for the sole use of Lournar Entities and their approved agents
during the construction of the above mentioned project site. This office cannot be responsible
for any conclusions or recommendations made by other parties based upon the data contained
Ten-adyne DEN, Inc. Engineers, Geologists & Environmenia-1 tclendifs
Terradyne DEN, Inc.
Boring Location 15403 E 17th Avenue, Suite E
lAurora, CO 8(Xt I I
Family Residences at 3205, 3;
Iris Court, Wheat Ridge, CO
� Project dame. Residence at 3205 Iris Court Date 4i2r'1
Location Wheat Ridge, CO Project No C1 31016
Y CL
A E �yy
V�
Soil Description t E
Moisture Content (0/6)
us c ?
CQ
aate+ vJ 0 10 20 30 40 50 60 70 80
Cl U7 Cd? U} o o d a.n a: 0
sUS
Brown and Tan Sandy Clay
CA 9 12 41 20 .. ._ _CL
l CA 13 16.9 2,7 _. 116 0! .._.
5 A W9 154E xk07
A g 28 10,2 315 � 29 15 SC
Iii.
CA 34 14.5
i x_--_
� 1
rv_._ _� �.
CA gown and Gray Crayto 7 25,2 0 0 ; 83 3!
With Interbedded Sandstone
x
w
CA io@10 240
l
w
25
CA 43 27,2
1 End of Borehole Log i
},
-___________ .��._ __ ___.._ ._ ______-_M
_ �__.----------------- . _____ � __ � _
_ _ _ w_ � _ _ _
Ground Water Observed NIA Completion Depth 25 Log Entered By �
"CS - h9cxdillsd California aamlaler_.�_. ST -Shelby Tube Bamgle.���____�._..wPL
Plastic Llm4_m
PP- Pocket Penetrometer Su . Water Soluble Suffate , NP - Non Plastic
UCS - Uncontined Compressive Strength Cl - Water Soluble Chlorides BU - Bulk Sample
SS Split Spoon Sample L.L Liquid Limn FSC - Rack Care Plate:
Terradyne DEN, Ino.
15403 E 17th Ave. Suite E„ Aurora CO 80011 PH:303.463.9317 FAX303.463.9321EMAIL denver@terrad .com
Project Name: Residence at 3210 Iris Court Date 4/29/13
Location Wheat Ridge, CO Project No C131016
Soil Description _ {
m a, i vs Moisture Content (1/6)
> M acj i uta 0 10 20 30 40 50 60 70 80
w C] CoCL iia Cdr a a"^ ,a
_... w
Brawn Sandy Clay, Silty
13 10A 0.0
SCA 10 181 7 O 33 21 1 CL
E 5
CA 11 16 2 67 0 _38
20 CL
CA __.._.� 11 i21 6 -0,2
8eawn and Tan Gay �
I
10...�
j A 39 9A
sk
Crown and Gray Glaystene
15 , _ With Interbedded Sandstone
CA i0@10 223 1811
2 __.v �.__ ----
CA
_. CA i0@10 25.1 l
25
i� CA 50 31.5 6.26,
End of Borehole Log E
Ground Water Observed N/A Completion Depth 26 ft Log Entered By.
CS - Modified California Sampler �W._....__.. __...._._._ ..__�.._ ST~- Shetty Tulp 5ample.�J®._PL -Plastic Lim€t__._..._
PP- Pocket Penetrometer Su - Water Soluble Sulfates NP - Non Plastic
UCS - Unconfined Compressive Strength Of - Water Soluble Chlorides BU - Balk Sample
FSS « Split Spoon Sample LL - Liquid Limit RC - Pock Core Plate:
Terradyne
♦ r ,
Project Name: Residence at 3220 iris Court mate 4%23113
Location Wheat Ridge, CO Project No 013101
€,
Snit Description c � � �,
' ? Moisture Content (0l6)
Ili cra cea
Q. ° s ` ' cn 0 10 20 0 40 0 0 70 80
12
(n ' as o :4.! a— Z Cc 0
CA Brown Sandy Clay, Gravelly 14 15.6 0.9 � � 9 9�
..
I A 29 12 4 50 2 40 20 CL
5
CA31 16.1 ; .._._..
Brown and Tan Sandy Clay _
CA 24 22:3_.. 0 9 _._ 91 51
10 GA w7N 28.0 83,6 5;~ 25 I CL
3
15.
CA 26 23.5 313
W Brown and Gray Ciaystone_._
With Interbedded Sandstone
i � E
CA 22 25,0
i
25 �__ _.___ _.__
CA ._6 2
._.m
End of Borehole Log _l ,
Ground Water Observe& NIA Completion Depth 26 -ft Log Entered By
S - Modified California Sampler ST - Shelby Tube Sample PL - Plastic Limit
iPP- Packet Penetrometer Su - Water Soluble Sulfates NP - Non Plastic
UCS Unconfined Compressive Strength Cl - Water Soluble Chlorides BU - Bulk Sample
SS - Split Spoon Sample LL Liquid Limit RC hock Core Plate:
Terradyne DEN, Inc.
15403 E 17th Ave. Suite E, Aurora 00 $0011 PH:303.463.9317 FAX: 303.A63.9321 EMAIL s aver c terradyne.com
9&99iiu:
Project Name: Residence at 3230 Iris Court Cate 4t311_.�
Location: Wheat Ridge, CO Protect No: 0131016
__._..._..
2
Sol Description €
cCi € > [ Moisture Content (0%)
0 U7 a D� a
} Top $off
Brown and Tan Sanity Clay, 24 19.852A 33 11 � CL
� {Gravelly�`4
k CA 12 171 -0.7 105.2?
CA _.. - 9 15.1
Brown and Tan Sandy Clay
CA 19 269,3171 ...
_._
10' ..
d` CA_ 19 286 0ti 825_.
Brown Sandstone I _
I
1' CA Brown and Gray Claystone 25 25 6 $5.6 59 38 4 671 1 CH
c With Interbedded Sandstone -- - --
A 35 293
f
25
CA i 37 22 0
End of Borehole Log.
s
1
_------
Ground
-Ground Water Observed N/A Completion Depth 26 -ft Log Entered By �
CS - Modified California Sampler � ST - Shelby Tube Samplew � PL - Plastic Limit
SPP- Pocket Penetrometer Su - Water Soluble Sulfates NP - Non Plastic
UCS m Unconfined Compressive Strength Cl - Water Soluble Chlorides BU - Bulk Sample
SS - Split Spoon Sample LL - Liquid Limit RC - Rock Core Plate:
Terradyne DEN,
CO 80011,.
PROJECT NO. C 131016 Terradyne, DEN
CLASSIFICATION SYMBOLS f ON is
KEY TO ORING LOGS
IIS IIJ� IIIA IM 111111 SIII II ��NII�IIIIIIIII ILII III,,
MAJOR DIVISION$
DESCRIPTIONS
r.. Gravels, Gravel -Sand Mixtures,
t
N
Little ,r Fines
Gravel -Sand Mixtures,
+u► «
r Fines
.
-
R
Clayey Gravels, Gravel -Sand -Clay Mixtures
.r.r
75
05
,.
.
LL,
.., r4r Sands, Gravelly Sands,
aLittle
or no Fines
i�
Clayey Sands, Sand -Clay
Inorganic Slits & Very Fine Sands, Rook Flour,
Silty or Clayey Fine Sands or Clayey Silts with
Slight Plasta
Inorganic Clays of Low to Medium Plasticity,
clly
t
• t
Sandy
111
Loan Clays
Inorganic Silts, Micaceous or Diatomaceous
P.
x
•
.:.♦Fine
Sand or Silty Soils, Elastic Silts
a
•
u
• + �
✓fes`
yInorganic.
of « h Plasticity, at ayrs
I� � IIII�I�Illlllllllll�ll III
SANDSTONE
I��III�II�II
SILTIIIIIIIII� STONE
+
II�I��JI�II�IpII�fllll
IIKIIMUR*
t QlWMHliMNWf'
M
�I ONE
NMtl18lIAfMMRkIA'
WIMlYIINIX/y.
61MIRlIprMltll�i
4
i.
9NkM111B1bAMMNk
Iu
Y
Iale,1
UIMX
I Il�llf l� IGNEOUS �I IIII���III IIII BEDROCK
II�I�IIIIIIIIII�IIII�II�I ul q IIII�INIUIII, IIII�IIII,III�I�II IIIIIIINI�,�
l�
Observed Groundwater.- Y
u
GROUNDWATER
t Observed Groundwater t r
PROJECT NO. C 131016 Terradyne, DEN
CLIENT:
Lournar Entities
3650 Vance Street Suite I
100
90
80
70
60
50
40
30
20
10
0
0.01
PROJECT:
3205 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
0.1 1 10
Diameter of Particle In Millimeters
Gravel 0.4% Classification
Sand 103% USCS: CL-,
Fines 893% AASIITO: A-7-6 (19)
Moisture 12.9%
0
10
20
30
40
50
60
70
80
90
100
100
TERRADYNE DEN, Inc.
J,U-Jj,i3 �-� Age ate E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com
CLIENT:
Loumar Entities
3650 Vance Street Suite I
100
90
80
70
60
50
40
30
20
10
0
0.01
. '•
3205 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
RTT rf r T ff T#,W
OA 1 10
Diameter of Particle in Millimeters
N-
RIPTIO
Gravel 22.3% Classification
Swid 441% USCS:SC
Fines 33.5% AASIITO:IA-2-6 (1)
Moisture 102% k
0
10
20
30
40
50
60
70
80
90
too
100
TERRADYNE DEN, Inc.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com
BORING M B-1
DEPTH: 3'
NATURAL DRY UNIT WT. 116.0 PCF
PROJECT M C131016
PERCENT $WELL: Z7%
- rl
PERCENT FINES-
Terr-adyne DEN, Inc.
J 5AQ3 E l7ftAnh 11 PWI: 303,463.9317 FAX: 303.463,9321 Lmall: denver@ exop
,terradU
8
6
M=
2
0
-2
0A
10
100
APPLIED PRESSURE - ksf
fnft Loading
—A*— IMW Swefl t Consolklafion
—a-- Finck Loadnq
BORING M B-1
DEPTH: 3'
NATURAL DRY UNIT WT. 116.0 PCF
PROJECT M C131016
PERCENT $WELL: Z7%
- rl
PERCENT FINES-
Terr-adyne DEN, Inc.
J 5AQ3 E l7ftAnh 11 PWI: 303,463.9317 FAX: 303.463,9321 Lmall: denver@ exop
,terradU
BORING #: B-1 Swelling under constant pressure due to welting
PERCENT FINES -
DEPTH: 15,
NATURAL DRY UNIT WT. 83,3 PCF MOISTURE CONTENT: 251%
PROJECT 0131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303,463.9321 Email: denver@terradyne-ol
_T1
6
9
4
2.
------
0 A
-2
-6
-8
0�1
1
10 100
APPLIED PRESSURE - ksf
0-10WSWOR ConWhdabon
tmtng
SAMPLE DESCRIPTION:
G Brown Clayey Sand, Gravelly PERCENT SWELL: 0.0%
BORING #: B-1 Swelling under constant pressure due to welting
PERCENT FINES -
DEPTH: 15,
NATURAL DRY UNIT WT. 83,3 PCF MOISTURE CONTENT: 251%
PROJECT 0131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303,463.9321 Email: denver@terradyne-ol
BORING #: B-2
DEPTH: 11
NATURAL DRY UNIT WT. 1071 PCF
PROJECT #: C131016
PERCENT SWELL: 0.0%
Consolidation under constant pressure due to wf
PERCENT FINES* —
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne-mi
8
7 . .....
2
o
0
M
to
too
APPLIED PRESSURE - ksf
hMW Laaddng
pgi
—a— low Swen I Conwkjaft�
—*— RnW LoscOng
BORING #: B-2
DEPTH: 11
NATURAL DRY UNIT WT. 1071 PCF
PROJECT #: C131016
PERCENT SWELL: 0.0%
Consolidation under constant pressure due to wf
PERCENT FINES* —
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.463.9321 Email: denver@terradyne-mi
CLIENT:
Loumar Entities
3650 Vance Street Suite I
100
90
80
70
60
50
40
CL 30
20
10
0
0.01
3210 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
U0421fl�
0.1 1 10
Diameter of Particle in Millimeters
0
10
20
30
40
50
60
70
80
90
100
100
•
TERRADYNE DEF", -no.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX303-463-9321 Email: denver@terradyne.com
CLIENT:
Lournar Entities
3650 Vance Street Suite I
100
90
80
70
Z 60
50
40
as
30
20
10
0
0.01
. i #
1*1wyJpw1 1
3210 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
0.1 1 10
Diameter of Particle In Millimeters
0
10
20
30
40
50
60
70
80
90
100
100
DESCRIPTION
M&
. ........ ... ........... . --- ---- - ---- ----
Gravel 0.5% Classificpation
Sand 3160/o USCS: CL
Fines 6701/6 AASHTO: A-6 (11)
Moisture 16.2%
TERRADYNE DEN, Inc.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email. denver@terradyne.com
Consolidation under constant pressure due to wt
BORING #: B-2
PERCENT FINES: —
DEPTH: 7'
NATURAL DRY UNIT WT. 96,3 PCF MOISTURE CONTENT: 21.6%
PROJECT #, C131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite L, Aurora CO, it: denverpterra Al
8
ii
6
Z -t ----------- t
0
-6
01
1
10
100
APPLIED PRESSURE - ksf
—0—Fmai Loading
SAMPLE DESCRIPTION:
G Brown Sandy Clay, Silty PERCENT SWELL:
42%
Consolidation under constant pressure due to wt
BORING #: B-2
PERCENT FINES: —
DEPTH: 7'
NATURAL DRY UNIT WT. 96,3 PCF MOISTURE CONTENT: 21.6%
PROJECT #, C131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite L, Aurora CO, it: denverpterra Al
BORING #: B-3 Swelling under constant pressure due to wetting
PERCENT FINES: —
DEPTH:
NATURAL DRY UNIT WT. 95.9 PCF MOISTURE CONTENT: 15.6%
PROJECT #: C131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303,463.9317 FAK 303.463.9321 Email: denver@terradyne.cl
8 . . .. .......... . .
6 - ------ — ----------
0.
2
OL I
i i�
_71
i i I
-6
J-7
-8
01
1
10
100
APPLIED PRESSURE - Lsf
—*-1nAWL03dm9
'dittuse
SAMPLE DESCRIPTION:
G Brown Sandy Clay, Gravelly
PERCENT SWELL:
0,9%
BORING #: B-3 Swelling under constant pressure due to wetting
PERCENT FINES: —
DEPTH:
NATURAL DRY UNIT WT. 95.9 PCF MOISTURE CONTENT: 15.6%
PROJECT #: C131016
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303,463.9317 FAK 303.463.9321 Email: denver@terradyne.cl
CLIENT:
Lournar Entities
3650 Vance Street Suite I
100
90
80
70
60
50
4)
40
30
20
10
0
0.01
PROJECT:
3220 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
0.1 1 10
Diameter of Particle In Millimeters
Gravel 223% Classification
Sand 27.1% USCS: CL
Fines %2% AAS11TO: A-6 (7)
Moisture 114%
I
0
10
20
30
40
50
60
70
80
90
ttarE
100
TERRADYNE DEN, Inc.
15403 E 17N, 3-9,317 FAX M
8 --------
I-ITT"
6
-2
-4 41
-6
—U4
0 1 I to 100
APPLIED PRESSURE - ksf
-we— IRAW S"q I C�mcmalm
SAMPLE DESCRIPTION. G Brown and Tan Sandy Clay PERCENT SWELL: 0.9%
BORING #: B-3 Swelling under constant pressure due to wetting
PERCENT FINES: —
DEPTH: 7'
NATURAL DRY UNIT WT. 91,5 PCF MOISTURE CONTENT: 223%
PROJECT #: C131019
Terradyne DEN, Inc.
15403 E 17A, Almetue—Su[te
"_S.463 ---------------- vwe.m-"l
CLIENT:
Loumar Entities
3650 Vance Street Suite I
PROJECT:
3220 Iris Court
Wheat Ridge,CO
Terradyne Project #: C131016
TEST DATA
BORING #: B-3 DEPTH: io,
100
90
80
Ch 70
6eq0
50
40
30
20
10
0
0 01
01 1 10
Diameter of Particle in Millimeters
Gravel 01% Classification
Sand l&2% USCS:CL
Fines 83.6% T
AASHO: I A-7-6
Moisture 2&0% k F
[a
I
80
90
100
100
TERRADYNE DEN, Inc.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH, 303-463-9317 FAX: 303-463-9321 Email: denver@terradyne.com
CLIENT:
Lournar Entities
3650 Vance Street Suite I
"age. "I'll", "I'll, "I'll, I
. �—i - �wf � aw
M•-1 :A
PROJECT:
3230 Iris Court
Wheat Ridge,CO
Te dyne Project #: C10101
TEST DATA
BORING #: B-4 DEPTH: v
100
90
80
70
C
Z 60
Gt 50
C
40
30
20
10
0
001
0.1 1 10
Diameter of Particle In Millimeters
Gravel 9k% Classification
Sand 38. o/o USCS:CL
Fines 52.4% AASF1T0 A-6 (3
Moisture 19.8% % k
Z= -
M
1E
I
80
90
1
100
TERRADYNE DEN, Inc.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAX: 303-463-9321 Email: denverp
,terradyne.com
8 7 -------
6
4
2
0
-2
U
-6
to too
APPLIED PRESSURE - ksf
BORING #:
DEPTH:
NATURAL DRY UNIT WT.
PROJECT M
G Tan Sandy Clay, Gravelly
B-4
T
1051 PCF
0131019
PERCENT SWELL: -01%
Consolidation under constant pressure due to wi
PERCENT FINES- —
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH: 303.463.9317 FAX: 303.*ve,rrv,
6 - -----------
4
2
t
3 i
0
-2
U
-6
to 100
APPLIED PRESSURE - k
-*—Final Loading
SAMPLE DESCRIPTION: Brown Clayey Sand
BORING #: B-4
DEPTH: 10,
NATURAL DRY UNIT WT. 82,5 PCF
PROJECT #: C131016
PERCENT SWELL: 0.0%
Consolidation under constant pressure due to wt
PERCENT FINES- —
Terradyne DEN, Inc.
15403 E 17th Avenue, Suite E, Aurora CO 80011 PH.- 303,463,9317 FAX: 303.463.9321 Email: denver@terradyne.com
CLIENT:
Loumar Entities
3650 Vance Street Suite 1
100
90
80
70
60
50
40
a. 30
20
10
0
0.01
......... . . . . . . . .
77777
I I i 1
3230 Iris Court
Wheat Ridge,CO
Terradyne Project #: C1 31016
TEST DATA
01 1 10
Diameter of Particle in Millimeters
DESCRIPTION
Gravel offl/o Classification
Sand 14.4% USS C1.1
Fines 850/9 AAS1IT0:1A-7-6 (35)
Moisture 25.6% x
•
10
20
30
40
50
60
70
80
90
100
100
TERRADYNE DEN, Inc.
15403 E 17th Ave Ste E, Aurora, CO 80011 PH: 303-463-9317 FAK 303-463-9321 Email: denver@terradyne.com
Appendix A
Important Information about the Report
The data collected by Terradyne DEN, 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 during construction may differ from those presented herein.
This uncertainty cannot be eliminated because of the many variability's associated with geology.
For example material and engineering characteristics of soil and bedrock may change more
gradually or more quickly indicated in this report and the actual engineering properties of non -
sampled soil or rock ntay differ from interpretations. Quantitative conclusions regarding 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 recominendations, Put
another way, we cannot he 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 risk they are willing to
accept for the proposed construction. The 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 might be recommended 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 Terradyne 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 improvements. Additionally, the knowledge and experience of the local geotechnical practice
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 occur-, I or
rnore years after issuance of the report, the owner and/or client should contact our firm to
determine if additional investigation or revised recommendations would be advisable.
The geotechnical practice in the Denver Region must consider the risk associated with expansive
soils and bedrock. The geotechnical practice in the Denver area uses a relative scale to evaluate
swelling potentials. 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. Table I presents the relative classification criteria for the percentage of expansion
based on initial sample height at the indicated surcharge pressure.
Risk Category
Percent Swell Under a 1000
PSF SurchHEPressure
Low
0-<2
Moderate
2-<4
Hi all
4-<6
Ve Hila.
6 car Greater
Source: Colorado Association of Geotechnical Engineers, Guideline for Slab
Performance Risk Evaluation and Residential Basement Floor System
Recommendations (Denver Metropolitan Area), 1996
General Geotechnical
Risk Discussion
Page 2
The relative classification can be correlated to potential slab damage as follows:
Low: slab cracking, differential movement, and heave;
Moderate: slab cracking and differential movement, partial framing void
and furnace plenum closure; and
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 observations by several firms in the
metropolitan area and are not limited to the relative classification. More or less
damage 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 recd nmie-ndations. Additional criteria considered include:
a. Soil and bedrock type and variability
b. Stratigraphy
c. Ground water depth and anticipated post -construction moisture conditions
d. Surface water drainage and features
e. Post -construction landscaping and irrigation
f. Construction details and proposed use, and
& Local experience
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 -construction water content. Slabs, pavements, and structures significantly reduce evaporation
of soil moisture. Therefore, post -construction heave and resulting damage 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 are is developed. Poor
owner maintenance, such as negative slopes adjacent to foundation walls irrigated landscaping
adjacent to the foundation, also will significantly increase the risk of damage from 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 purchasers also should
review "A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," which is a
special publication (SP 43) produced by the Colorado Geological Survey to assist homeowners in
reducing damage caused by swelling soils.
6"--8'* MIN,
MIRAFI 140N OR EQUIVALE6 CLEAN WASHED GRAVEL.
GEOTEXTILE FABRIC \
4 -INCH DIAMETER PERFORATED
PVC PIPE MINIMUM SLC
1/8' PER FOOT FOR RIGID PIPE
E
MINIMUM SLOPE OF 1/4" PER FOOT
FOR FLEXIBLE PIPE
mm
INSTALL DRAIN ABOVE LINE
POLYETHYLENE SHEETING
SLAB
12"
MIN
NOTES:
I. DRAIN PIPE SHOULD LEAD TO SUMP OR POSITIVE GRAVITY DISCHARGE,
2. COVER GRAVEL COMPLETELY WITH GEOTEXTILE 6N SANDY OR SILTY SOILS.
3. BOTTOM OF DRAIN SHOULD BE A MINIMUM OF 12 INCHES BELOW TOP OF SLAB AT HIGH POINT.
4. GRAVEL SPECIFICATIONS: CLEAN WASHED GRAVEL, 100% PASSING 1.5", 60-100% RETAINED #4,
<3% PASSING #200
No. 1-26�
15403 E E, 17th Avenue Aurora, Colorado 80011
Phone:(303) 463-9317
MIRAFI 140N OR EQUIV
GEOTEXTILE f
4 -INCH DiAMET'ER PEF,
PVC PIPE MINIMUM
77/Q- Dr -D 9=nAT CnD I
101JILd t Ir L-
MINIMUMSLOPE OF 1/4" PER FOOT
FOR FLEXIBLE PIPE
WAI
INSTALL DRAIN ABOVE LINE
NOTES:
I. DRAIN PIPE SHOULD LEAD TO SUMP OR POSI1'IVE GRAVITY DISCHARGE.
2, COVER GRAVEL COMPLETELY WITH GEOTEXTILE IN SANDY OR SILTY SOILS.
3. BOTTOM OF DRAIN SHOULD BE A MINIMUM OF 24 INCHES BELOW 'TOP OF SLAB AT HIGH POINT,
TYPICAL EXTERIOR
PERIMETER DRAIN
15403 E E 1 7th Avenue Aurora, Colorado 8WI 1
Phow(303) 463-9317
ITAI
SLOPE OF 1/4" PER FOOT FOR FLEXIBLE PIPE
NOTES:
I. DRAIN PIPE SHOULD LEAD TO SUMP OR POSITIVE GRAVITY DISCHARGE.
2. COVER GRAVEL COMPLETELY WITH GEOTEXTILE IN SANDY OR SILTY SOILS.
3. BOTTOM OF DRAIN SHOULD BE A MINIMUM OF 12 INCHES BELOW TOP OF SLAB AT HIGH POINT.
4, GRAVEL SPECIFICATIONS: CLEAN WASHED GRAVEL, =% PASSING 1.5", 60-100% RETAINED #4,
<3% PASSING #200
TYPICAL INTERIOR
avow—, sw.�*ft'& &mwm
BASEMENT WALL DRAIN
15403 E E, 17th Avenue Aurora, Colorado 80011
Phonw(303) 463-9317
APPENDIX C Page I
SPECIFICATIONS FOR EARTHWORK
UUMMIMUM
Includes all clearing and grubbing, removal of obstructions, general excavating, grading and
filling, and any related items necessary to complete the grading for the entire project in
accordance with these specifications.
2.0 SUBSURFACE SOIL DATA
Subsurface soil investigations have been made, and the results are available for examination by
the contractor, The contractor is expected to examine the site and determine for himself the
character of materials to be encountered.
No additional allowance will be made for rock removal, site clearing and grading, filling,
compaction, disposal, or removal of any unclassified materials.
3.0 CLEARING & GRUBBING
A. General: Clearing and grubbing will be required for all areas shown on the plans to be
excavated or on which fill is to be constructed.
B. Clearing: Clearing shall consist of removal and disposal of trees and other vegetation as
well as down timber, snags, brush, existing foundations, slabs, utilities, and rubbish
within the areas to be cleared.
C. Grubbing: Stumps, matted roots, and roots larger than 2 inches in diameter shall be
removed from within 6 inches of the surface of areas on which fills are to be constructed.
D. Grass & Topsoil: Grass, grass roots, and incidental topsoil shall not be left beneath a fill
area, nor shall this material be used as fill material, Grass, grass roots, and topsoil may
be stockpiled and later used in the top 6 inches of fills outside roadways and building
pads.
4.0 EARTH EXCAVATION
A. Earth excavation shall consist of the excavation and removal of suitable soils for use as
embankment or structural fill, as well, as the satisfactory disposal of all vegetation,.
om
existing man-made fill, debris, and deleterious materials encountered within the area to
be graded and/or in a borrow area.
B. Excavated areas shall be continuously maintained such that the surface shall be smooth
and have sufficient slope to allow water to drain from the surface.
C. See OSHA safety guidelines for excavation (Title 29 of the Code of Federal Regulation
(CFR) Part 1926.650). Contractor shall be responsible for fully complying with this any
all other applicable federal and state regulations.
5.0 STRUCTURAL FILL & EMBANKMENT
A. General: Embankments shall consist of a controlled fill constructed in areas indicated on
the grading plans.
B. Materials:
(1) Physical Characteristics: Structural fill material shall consist of soils that conform to
the minimum following physical characteristics:
Maximum size of particles - 11/2" inches-, Maximum retained on 3/4 inch sieve — 30
percent; Maximum passing No. 100 sieve - 45 percent; Maximum passing No. 200 sieve
— 25 percent, The subgrade to receive the fill shall be stripped of all organic growth,
rubbish and debris. Controlled fill shall be placed and compacted at a moisture content
approximately 2 percent from optimum moisture content. It shall be placed in uniform
layers not more than 12 inches thick, Each layer shall be compacted to not less than 95
percent of Standard Proctor density determined in accordance with ASTM standard
1698. Fill shall not be placed when frozen, or placed on frozen or wet subgrade. The
plasticity index of the material, as Bete fined in accordance with ASTM D4318, shall
not exceed 15.
Results of our investigation indicate that most of the near surface on-site soils will not
meet these requirements. Some importation of fill or blending of materials may be
required to meet specifications. The fill materials shall be free from roots, grass, other
vegetable matter, clay lumps, rocks larger than 6 inches, or other deleterious materials,
recommended for this use.
Page 3
(2) Borrow: When the quantity of suitable material required for all excavation and grading
activities is not available within the limits of the jobsite, the contractor shall provide
sufficient materials to construct the grading requirements to the lines, elevations, and
cross sections shown on the drawings from borrow areas. The contractor shall obtain
from owners of said borrow areas the right to excavate material, shall pay all royalties
and other charges involved, and shall pay all expenses in developing the source,
including the cost of right-of-way required for hauling the material.
C. Construction:
(1) Building Area Treatment: Any existing man-made fill, clay or other deleterious
material encountered shall be removed in its entirety and replaced with structural fill.
Prior to placement of slabs or fill; the building area shall be carefully inspected by a
representative of the geotechnical engineer to verify bearing stratum and insure satisfac-
tory removal of native soils and the removal of any deleterious material or existing
man -made fill. Structural fill should extend a minimum of five feet beyond the perimeter
of the structures. Subgrade soils shall be protected during installation of foundations, fill
or slabs to minimize moisture loss.
The exposed cut surfaces in soil, as well as surfaces to receive fill, shall be scarified to a
minimum depth of 10 inches and moisture conditioned as necessary to bring the upper 10
inches to optimum moisture content or above. Where specified in the body of this report,
cuts shall be scarified as to the full depth specified. The upper 10 inches of the native
soils shall then be compacted to a minimum of 95 percent of maximum dry density as
determined in accordance with AS D698. Where soft, wet soils are encountered at the
bottom of cut surfaces, the surface may be stabilized by working large rock into the
subgrade or utilization of lime stabilization or biaxial geogrid reinforcement layer placed
on the subgrade. This shall be done only at the discretion of the geotechnical engineer.
Where vibratory compaction equipment is used, it shall be the contractor's responsibility
to insure that the vibrations do not damage nearby buildings or other adjacent property.
(2) Comp_action: Fill shall be spread in layers not exceeding 8 inches, watered as necessary,
and compacted. Moisture content at the time of compaction shall be I percent below
optimum moisture, or higher. A density of not less than 95 percent of maximum dry
density within the building pad shall be obtained for the backfill around the footings and
stem walls. A density of not less than 95 percent of maximum dry density within the
building pad shall be obtained for structural fill. Structural fill, as well as the native
EM
soils, outside the building pad area shall be compacted to a minimum 90 percent of
maximum dry density. Prior to backfilling and compaction around the foundation wall,
the first floor should be installed, and it is recommended that additional lateral support be
in place; it is recommended that no backfill should be placed until poured concrete has
cured for a minimum of 28 days.
Optimum moisture content and maximum dry density for each soil type used shall he
determined in accordance with ASTM D698 for native soils and for structural fill.
Compaction tests on exposed surfaces should only remain valid for 48 hours if there is no
drastic change in existing weather conditions.
(3) Backrill: The backfill placed around the foundation walls should be methodically
compacted to help reduce settlement after completion of construction. The top one foot
of the backfill material must be relatively impervious. The foundation walls must be
property supported prior to backfilling. The first or ground floor flooring system should
be in place before backfilling against foundation walls taller than three feet.
(4) Weather Linxitations: Controlled fill shall not be constructed when the atmospheric
temperature is below 35 degrees F. When the temperature, falls below 35 degrees, it shall
be the responsibility of the contractor to protect all areas of completed work against any
detrimental effects of ground freezing by methods approved by the geotechnical engineer.
Any areas that are damaged by freezing shall be reconditioned, reshaped, and compacted
by the contractor in conformance with the requirements of this specification without
additional cost to the owner.
D. Slope Protection & Drainage: The edges of the controlled fill embankments shall be
graded to the contours shown on the drawings and compacted to the density required in
paragraph 5.0 (2). Slopes steeper than I vertical to 3 horizontal shall be protected from
erosion.
A. Field Inspection & Testing: The owner shall employ the services of a registered,
licensed geotechnical engineer to observe foundation excavations and verify the bearing
stratum. The geotechnical engineer shall provide continuous on-site observation by
experienced personnel during construction of controlled earthwork. The on-site observer
shall maintain a daily field log of all operations, observations, and test results. The
contractor shall notify the engineer at least two working days in advance of any field
EM
operations of controlled earthwork, or of any resumption of operations after stoppages.
Tests of fill materials and subgrade will be made at the following suggested minimum
rates:
One field density for each 500 square yards of original ground prior to placing fill
or constructing floor slabs.
(2) One field density test for each 500 cubic yards of fill placed or each layer of fill
for each work area whichever is the greater number tests.
(3) One moisture -density curve for each type material used.
B. Costs of Tests & Inspection: The costs of tests, inspection and engineering, as specified
in this section of the specifications, shall be home by the owner.
C. Scheduling of Tests & Inspection: The contractor or subcontractor whose work will be
monitored shall provide the representative of the geotechnical engineer a minimum of 48
hours notice before commencement of earthwork, activities, and 24 hours notice of
cancellation of earthwork activities.
LOT a LOT 2
6 rx x'kv, stsSs te. ptaa€as,€ Em,m a>,st,tikw€xiss S}v, °as+dru;5tor#
Y^ ra€ivr.«s# psm}g'a ttc"w ham
�P 11Ybi Fl3i'rrb§0. YJdVi#Y{yf p..M. .� x
{
N ° W 44' W 132,TY" LINE
DRAINAGE SWALE
" s
t i LIN 10' UTILIT*r EASEMENT
� E 3(4i44k°.+�';<, k1 t YSE.C'tY�$H PR". ,........ .. .�.,..... .._.�.�.. ............ ........... .m,r .. ., ..... ..,...,�..�
LINE OF 13' SETEIACK
«M«v,•Yau,.. ..,... a. .. WAX MM -01
«. «..T
;
iA Y t F {
p
ji
Af
,I
a
t > s �ro � [. er.cv..w>a�sxraaw an•
'
tt gs xpr„ci,as fr+awx ' .,_."a.
fo sarere�,>t2 r
ul
Ts e ,s - F0 Baa. z
ApgAew�aaage�E�a��a
art +�° � �' � � �_. ,,� " �� �«•« .. ;; al �
y
r
LINE OF 30'FRONT SETBACK
w
t
€ L#Fade Fo' UTILITY EASES €ENT
d «
i
«
N 00 11' 44" uC132. pROPERTY" LINE
IfRi& COURT
SITE FLAN €f D"' 6swa3#"dssaaa koaao asx tYacr dare toa az as
t sva4aated hcr�w, to prtotw:w?p.etffl yafOpe,awl traln
3 A tis Irrt3 felts€ ,+aanc sl E W rr :altd I%(; attnsg+ t 63h
Spot ck� ahr els sh R #x rqugr; i ga aa>r w, C 0 to ver a~
vat has gwen gws+}xFk gra ed.
9�
E.xtsipa aTarsxarn3 S .. __. S__" ... ,.._, ... eia�sgres
wndes� Fps sei�uacraietarx ¢ratty.'
----- .. ". " S(,kcaumR deta may vary ceAcBa v?r*as by
"
Proposed Grade Nonhe*sra FaFsarau ¢"mTt;,�esrma€g
*". iJmt?eepkv cores P
t"a Mm.�. �....,flssc+ykiaeaa3 mesad Mope a".........�.. .�.,a.,."..
...�. sh s€3 be as mrrm. t'%.
ALE DETAdd„_A•A
Gas `m v,TMp
STRUCTURAL PRAUJIW�S, NOTES
AND OETAIL$ FOR ALL w
PREPARATION, FOUNE)ATION
ANO W000 FRAMINC.
SITE ELEVATMN: 5530 F
SNOW LOAD FACTOR ROOF':30 PSP
SNOW LOAD FACTOR GP QI NDr 42.9 PSP
DRAWING LIST
::—E
SE"E'E PLAN & SCHEDULES
AZ—k
LOSER LEVEL PLAN
AZ—z
Eta EL PIAN
A2_3
ROOF I'k,AN
A3«E
EXTERIOR ELEVATkOPES
A -z
EXTERIOR ELEYA7i0EVS
A4—I
RLtkLOENG SECTIONS
A4-2
RUkLk7EiYG SECTIONS
EZ_k
LOWER ELECTRICAL PLAN
E2-2
R6AEPk ELECTRICAL PLAN
LOWER LEVEL
2898 SQ, FT..
MAIN LEVEL
2772 SQ. FT,
TOTAL
5640 SQ. FT,
ENTRY PORCH
130 SQ, FT,
LIVING PORCH
I14 SQ, M
REAR PORCH
278 SQ, FT.
LOWER PORCH
k I I SQ. Fr.
GARAGE
985.75 OIL FT.
WHEATRIDGE FIRE DISTRICT
WERMIDOE SANITATION DISTRICT
ROOF AREA
145 50. FT,
1•R
DRN/E UAY ARE—A
1(,;,14 5. FT.
I I TY OF HRIDGE
1 ELAL K AFR A
1 60. FT,
PMc lhows, ENGM.EfUNG
TOTAL HARD 5URFACE
ra+ t'o50. T,
APPROVED FOM
A x
0 Moe A OMER 0 STR CT
R4 tcAt.4AP ovs DPW
TOTAL LOT AREA
�4 20 . T.
A8Y
E+ „
TOTAL �AfRD 5URFACE(o
50. FT,
LOT t t vArSE - 47
lw
1•R
w
M
r
+� r
•
MI• •
r
7500 West 29th Avenue
Wheat Ridge, Colorado 80033
303/ 235-2855 Fax: 303/235-2857
The City of
Wheat Ridge
July 1, 2003
David Kern
3220 Iris Court
Wheat Ridge, CO 80033
Re: Buildinl! Permit #15703 - Fence enclosure for horses
Dear Mr. or Mrs. Kern,
I wanted to inform you the above referenced permit was inspected on June 30, 2003 by the planning
and building divisions and has been approved.
As a condition to approving this permit the dumpster currently located on site will need to be
removed no later than July 13, 2003. This is pursuant to an ordinance stating construction
dumpsters are to be removed within fourteen (14) days of completion of the project.
Thank you for your cooperation during this process and a re-inspection will be performed on or
after July 14, 2003
Should you have any questions or comments, please do not hesitate to contact my office at
303-235-2853.
Cc address file
KSD Properties LLC, 3866 Union Court Wheat Ridge, CO 80033
Alan White Community Development Director
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING INSPECTION LINE - (303-234-5933)
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80033 - (303-235-2855)
Building Permit Number:
15703
Date: 6/16/2003
Property Owner: KSD PROPERTIES, LLC
Property Address: 3230 IRIS CT
Contractor License No. :
Company:
Phone: 720-628-1070
Phone:
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate, and
do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or
covenants. easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree bide by II conditions printed on this
application, and that I assume full responsibilit fore (mpll ce with the Wheat Ridge Building
Code (U .B.C.) and all other applicable Wheat id ordi')!' es, for work under thi:;r~!cl)
(OWNEI~)(CONTRACTOR) SIGNED / DATE t;. " 0 ~
-.-"
Total:
$275.00
$30.55
$0.00
$5.50
$36.05
Construction Value:
Permit Fee:
Plan Review Fee:
Use Tax:
Use:
Description:
FENCE ENCLOSURE FOR HORSE STALLS
BUILDING DEPARTMENT USE ONLY
Zoning:!~omml1n:ml
Approval: MA
Zoning: R-1
Building cornrtie{it,r
Approval: BG
Public Woi:k'~~'omniJ6r~
Approval:
OGcupancy : Walls:
SIC: Sq. Ft. :
APPROVED WITH CONDITION ON ATTACHED MEMO.
Roof:
Please Note:
Owner I ClIlIltra...tOl' .is ~sponsible for locating property
lines and conslnlctmg Improvements according to tne
appr~ve~ plan and required development standards.
The City IS not respon5ibJ~ fur inaccurate informat:,'m
submitted within the plan set ,",d :tny cc,',:r"c::.'1
errors resulting: from jl1a~'cn'..' n,()l
Stories: Residential Units:
OK. 6/16/03
Electrical License No :
Company:
Plumbing License No :
Company:
Mechanical License No :
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Expiration Date:
Approval:
(1) This permit was issued in accordance with the provisions set forth in yopur application and is subject to the laws of the Slale of Colorado and to the Zoning
Regulations and Building Code of Wheat Ridge, Colorado or any other applicable ordinances of the City.
(2) This permit shall expire if (A) the work authorized is not commenced within sixty (60) days from issue date or (8) the building authorized is suspended or
abandoned for a period of 120 days.
(3) If this permit expires, a new permit may be acquired for a fee of one-half the amount normally required, provided no changes have been or will be made in the
original plans and specifications and any suspension or abandonment has not exceeded one (1) year. If changes are made or if suspension or abandonment
exceeds one (1) year, full fees shall be paid for a new permit. '
(4) No work of any manner shall be done that will change the natural flow of water causing a drainage problem.
(5) Contractor shall notify the Building Inspector twenty.four (24) hours in advance for all inspections and shall receive written approval on inspection card before
proceediing with successive phases of the job.
(6) The is ce of a permit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the
on of t bu. g codes or any other ordinance, law, rule or regulation.
City of Wheat Ridge
Planning and Development Department
Memorandum
.
TO:
Building File 3220 and 3230 Iris Court
}'ROM:
Mary Austin, AICP, Planner ~A
SUBJECT:
Fence permit for the keeping of horses
DATE:
June 16, 2003
The property at 3220 and 3230 Iris Court (Lots 2 and 3, Applewood Preserve Subdivision Filing
2) is being issued a fence permit for the keeping of horses on the property. These lots will be
considered together in determining the allowable number oflarge animals under section 26-605,
Large Animals. A total of 3 horses will be allowed. All requirements of the regulations shall be
met. Additionally, the following condition shall apply:
I. The lots must be retained in the same ownership, and if leased, must be leased together
as undivided property.
'/~' "Hr" l'
, /
(: g
COLORp..,\)()
COMMUNITY DEVELOPMENT DEPARTMENT
BUILDING INSPECTION LINE - 303-234-5933
CITY OF WHEAT RIDGE
7500 WEST 29TH AVENUE
WHEAT RIDGE, CO 80215 - (303-235-2855)
APPUCA nON
Building Pennit Number:
Date:
Property Owner: kS D ?rop.e r-+; e..S
Property Address: 31.~O IriS ct.,
Contractor License No.:
Company:
UL
w~ ~1c1'}L c...o
Phone: 30s 14. 'r5 '51 2..5
.-); -\.> c~ v ,d )J.- VI
c>> Phone: lZ.o-lo2-%- IOTO
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDI)'\G AND AGREEMENT
I rereby ccnify that the setback distances proposed by this permit application are accurate,
and do not violate applicable ordinances, rules orregulalions of the City of Wheat Ridge or
covenants, easements or restrictions of record; that all measurements shown, and allegations
made are accurate; that I have read and agree to abide by all conditions printed on this
application and that I assume full responsibility for compliance with the Wheat Ridge
Building Code (U.B.C) and all other applicable Wheat Ridge Ordinances, for work under
thispen"it. ~
~~CONTRACTOR)'SIGNED ' .PATE I./"/o.~
(OWNERj(CONTRACTORj' PRINTED ~, - . DATE' I ~ / P 3
, l
Construction Value:$ 2-1<;;.<:::-
Permit Fee:$
Plan Review Fee:$
Use Tax:$
Total:$
DESCRIPTION: fu-lc..f... ENc..wSUR.€:.. foR I-+CI'.se s -rnu...S
/R !EC/EUV!EJDj
JUN f) 9 2003
------~?
-------
BUILDING COMMENTS:
Approval: t?k
PUBLIC WORKS COMMENTS:
Approval:
Occupancy:
Walls:
Roof:
Stories:
Electrical License No:
Company:
Plumbing License No:
Company:
Expiration Date:
Approval:
Expiration Date:
Approval:
Residential Units:
Mechanical License No:
Company:
Expiration Date:
Approval:
(I) This pemlit was issued in accordance with the provisions set forth ill your application and is subject to the laws of the State of Colorado and to the Zoning
Regulations and Building Codes of Wheal Ridge, Colorado or any other applicable ordinances of the City.
(2) This pemlit shall expire if(A) the work authorized is not commenced within sixty (60) days from issue date or (B) the building authorized is suspended or
abandoned for a period of 120 days.
(3) If this permit ex.pires, a lJeW pemlit may be acquired for a fee of one-half the amountnomlally required, provided 110 changes have been or ',>,'ill be made
in the original plans and specifications and any suspension or abandonment has not ex.ceeded one (I) year. If changes have been or if suspension or
abandonment exceeds one (I) year, full fees shall be paid for a new permit.
(4) No work of any manner shaH be done that will change the natural flow of water causing a drainage problem.
(5) Contractor shall notify the Building Inspector twenty-four (24) hours in advance for all inspections and shall receive written approval on inspection card
before proceeding with successive phases of the job.
(6) The issuance of a pemlit or the approval of drawings and specifications shall not be construed to be a permit for, nor an approval of, any violation of the
provisions of the buil ing codes or any otller ordinance, law, rule or regulation.
Chief Building I
ector
To: Page 1 of 1
.6.
./
r
~-~\
~..~
1;11=
(
5
'"
~IV
",IV
_ 0
"'-
0;0
"'-
..(JJ
-0
..,
2003-06-30 19:41:19(GMT)
.
~
~
q
18158463852 From: David Kern
.
~
~
~
I\)-r-W
....3 ON
:.."'C '-+1\.)
1\)-'""00
CD 0 _.
IJ) < OJ W
_CD::::JI\.)
3::E~
CD _.
:J~-
~::T..,
(J) -.
-CUI
ao
-C-
O
(J)
CD
a.
I
I
'"
'"
-",
"'0
u.-
O;lJ
"'(i5
!Il.()
-i
.
~
~
q
.
~
~
-I>:
-rw
'" 3 N
.... 0 N
:.a."'C ~o
N'" v .
oooiilw
.. OJ :J N
... 3 w
::E 0
CD;::::t:_
3. :T :J.
CIl \J CIl
00
,,-
o
CIl
(1)
Co
L- .lHEll3H ..Bt '3~IM 3S~OH aNV'~.lS H.lOOVllS
---u -- u
en
z
o
i=
<
(.)
i:i:
(.)
W
0-
en
en
..J
<
i:i:
w
I-
<
:E
l/l ..
~ l/l
l/l Cl' ,
Oeaa
- _ ~'-NN~
- - --- C.)
CON'cir.>\o X X 0
"<tit) (l)~.12 . '-0
~~..c:. coco_
~ ~ u ..... .- .- -
ClCl<.l . l/l-o-o ell
.- ._ (fJ 0 0 - - 0...
Q) Q) Ol- Q.C'io_
.c.s:;~t::M "'r"T"'"cn
Q)_.,_ U -
- 0 e .. .. ~
.... l/l .- ,~ - "<t
.- 0 <ll 0 ~ ~
> 0...-'" co" X xC')
> "_T"""\,J"'d"~T"""
~
'3:
Q)
~
o
l/l l/l .s:::. Q)
-""'''0 .....
gJ gJ e l/l l/l f~
a..a..~m2v
I-I-(;5Sell-tS
0... 0... .s:::. .: (9 .9
Co Co 15 U- .: (fJ
X X oau-_
co"<tE"--coco
X X (fJ X X 0
"<t"<t NN..--
a
.. ~
(.)
a 0
III l/l I'- t? w
.;: - N Z rn
e V7 0
0 Q) Q) i= "-
M -0 E rn 0
:::J X
N Q) Q) <ii tl:
M l/l > W "-
. 00> " "
0 0.. a. . I D
N
N eE(;)
M o..._w
I
I
d f-
I
I t?
- W
l/l I
"<t I Co
"<t
C') ..,.
..-- I u.i
::.:: tl:
() I ~
0 w
0 rn
I tl:
0 0
<( 1 I
0... 0
z
~
f-
I rn
I
f-
I 0
0
I ::;;
-oJ rn
I
I
I I
~~ 3.lV'El 3.lV'El ~
~.I
~I w
!;;:
~I -' t?
-'
<(
1151 ~
w
I ()
~~ z
W
LL -'
0 -'
0 ~
~I 0
~ w
()
~I z
w
LL
rnl 0
0
0
I ~
C'i
C') llV'M 3:)N3~ aOOM
-'
-'
<(
~
w
()
z
W
LL
o
o
o
~
W
f-
<(
t?
.
w
!;;:
t?
.
Co
..--
~
- Ou c,'
(.) rJ \)
t/) Ul ...J <.~
"i: ..c. ... ;:!:
-... c: ~ ..Jl
0'- <1l 0 ~
...,3:-0 E l- Ii .;j.", '"
N c: <1l <1l ...
..., tll Ul > III ~ r.l r
1- 0 0 M -' l~ \.jl
Oa.c.~ ,
N __ 0 C. en , J'
0 < 1,1('
N 0 ~ E ,.:
...,...Ja._ N c.>j
.J-
f
"
c:.~
o
,S~/\11
I-
0...
(J) III
- ....
0::0
-II>
a .
NN
N....
'"
I-
0...
(J) III
-N
0:: en
- II>
a .
",'<t
N....
'"
T!J)
- ./
\1', .
- 1
q
I
V1
.
Jij D'\",)
.
1
J'
'.f1
. p-----u--LJ"-----.::F===~
I .
I. .
jJ .
.
.
9
r ! i
9
i
, i ill ~
~ . .",
('! r- i
,~ ,
Jl
-CI..____..d
I "'~ 18Z-
""
:J I
1 l
(, u
"J" ("
i. _
in
......
......
"r
......
...... J.
J ~
'-'~
~. 1
,
><: Q
...J -1 r
<(
3: -
w
0 v L
Ul y: \~
I- ~ j
w
w '" ~
0:: <
I- "<t d ~
(J) N
~t'
~~ e
.~
-
rT
r'
~
.oj
)..
Co
N
......
~
__ _.,_,cc_~
SMOOTH STRAND HORSE WIRE, 4 STRAN~, 48" HEIGHT
~~I=I IE, /-rr -
cil
o
-I
~;I
~! I
;~ I
01
;el
w
~~ D
;ell
['I
...
wi
-I
$!
Z
~(J.) -C
"'1 ;t>
~1 0
:I: 0
rn
-"" G'i 0
~ :I: ()
-I ^
~
'I 0
Ol
N
I CIl
-
I
I
I
P
I
I
I
I
I
~p
.j:.
I
I
I
I
-""6
>.
cb
GATE
C\~~'
~, '" r'
.'
r:-)'
I~
18
I~
I~
.~
I~
I~
1_A1
I~
~~
I'"
II
1-<
~
I
I
I
I
~
I
I
I
d-
1-1:"
I
I
CL____--1l_____LL____~
D I
Gl
::;
m
.
D
5' WOOD FENCE WALL
Gl
::;
m
..,
::E
vJ 0
(': g
, ."
rn
z
o
m
~
~.
5' WOOD FENCE WALL
D
Gl
::;
m
.
D
5' WOOD FENCE WALL
~ /
\ <(I)
II II
" m
;0 X
o Cii
" -<
o Z
~ Gl
o
~-""-""()~Z-C<C/l
OXXOOlDlOS-C
Ol-,,"Ol::JO=CIl~m
1\)" ." -. - \V
00 ....J.....J.9 ~CS :J::r(")
-'01\)-0 - CD CD-
-C = = 0 0 CIl -. -. !!
Dl o.o.CIl' ()CCCC ()
0. -. -. - () ~ ::T ::T ...
mQ) . ---.......""
c.. . 0'@<1> (J1-,,"-l
gxxo Cl.NOOO
f\..)1\)=-o : =
'" <=1<=1~ ~ t:i
~NN::TCIl-""-"":S::
, XX03XX",
coco....lr.-' ~O),.
- OCllOxX-l
CIl::!!"T1<1>g.~~m
6" ..... :::;. ~. ::T -C -C ;a
~~~Cil!e.-l-l:r.>
Gl ro Dl ill -C -C rC/l
= ::JOO
Dl CIl CIl 0. CIl CIl ..
- --
<1> CIl CIl
m--C
CIl 3 .....0
-"0
. ....."0
<00
Dl < CIl
-<1> <1>
c3o.
<1><1>
-Efl::J
N-
......CIl
o
o
o
-
(.)
Ul
:s
o
M
N
M
~
:J
t5
:J
~
en E
ClCll
cm
t$a>
'x 0
WOo
.
.
.
.
.
.
.
.
It .lHEll3H lln=l ElNIOIS 1\t.13V'J 03ZIN\tAl\tEl .tit
t!
z
II
e
AP....OOD.
...
'-:' ~"'~" ,0'. '"
~ BVIIDI'VIIIIO. - rIIII8G 80. .
JIIIIlIl..oa IJulllDkv&lllNoOlll
o
t J'v-....
~ ~lU'W:tlI:~y.u......,..
n2Nl!.l'l'lnll'
A
OF THE SW 1/4.
WHEAT RInGE.
PORTION
CITY OF
.... tc01T,.... '"'.... IF" IIM.........,
CICNTMII5 U817 ACIlII ...... MICW*Ir
A'MIICf.UlIlltL0C41ED.KSQlIIfCIT~OfMNlIInKIDt.Ol(,o
=.c:n."r.ll;=r~C:===A~",w-=-
~~--=-"':'~~~:':CII'MD""'"
OC-ilMlrlRAIlaSTMCI:OI1?att f1In
lItDlCt IIllO"n'......NIIAU&... 1M!'JMrU& (JIf'" IDTflII!ooKIUfIIllC
SClU1lIllQJOI[ 1If1lCMCIdlNIiSJOlE Of SMl trr:IIClII ~ AOIITMlCI
....AD'_1H[fICM'fI.~ IAI:I ",*,l-'CltfHNllPlUC
~1MCI'OT",,*, --.0 . 1JlIQIC.,.."'PlC6M Clf'H_ (:CWf't
lHIMlli: ClMIMNlllNIID'Jr..... PMoW.a. 1IIbJ 'lAID UII ~ it. IIStMlZ Of ....
~~~~ca.:rvYIfAT 1ItAC:I'fE l.Ne....".....__
1MDa: ~ Al.IlMO ... .... UlC iJt $Mil ww:r. A IIlItIMlI Of no.oo fUT
1Q'H~Cll:lMlt:lIIMIJRAiCI;
1tIENCr" tlDIn'l...-r., MOlt 1HE lIl8l' UIC (I ~ lAST~. "1lIIWa:"
~ 1UT1OAftalWfOl K MCIfIM _"....3alIt ~ C8lrWDD
!J:!.I!%~~"""",*,AGISTMlCIf1ft1O.OOfRflO_
~.I$- ___Poi
QONfMIlIO eM ~RlT ..lU2J1 MJID f1' ~... ua
NfO MW LAID our, aIilllIWID,......nDl tIMl LA/rII"I'IIII_~
.... 1llltfTIoIItC IIClSl _...-. ..... snu: " ~ ..-.nc.-... _ 111M NO. a
"S1IIlI\I$lOII Clf""'PNn'Of_cnvf1T'MtIAT~.CQA:IWJQ.
NfO art ba;1'Il!81S1IO_~1! 10 - CWi~irM-
=='"'='"~ ;;..d':=il!~_.. III...
13r~"'"'II6'~~~~=-,
a....~W~~....
-
:.j;;<:C---
.....-
IttC4t -. co OODU
STAlIOf~
.......,,-
..
1H[""" ___ IN
.......~...
....IA'IWII NIl CR'ICLll.-'
~'~~..1;lI,"'..:tI!.
LOT 1
I
-L
AP~ PRI8BRVB SU8DM91011
LOT 2 I LOT 3
-__-L___
I
-L
IBIS COUllf
'" ....
..0Cl'I1".....
""'....
.......
-.....
....
......
-
"'''''''''.........
r
,
.
il
,... -
.... -
.......
..... -
~.)
~'
~
-....
,."
....
....
...
....
...
... .....
11.....
v-..rr.fIltMWlEWMM ......
-.....
.....-
~NCl.~ LOT'
-....
UhrIn. pu." ~
A.1Hr:fftCl'lllfYOlNRSAGIU lOwarr.w_1OCIIl _II<<CiClIIlI'lICI6_lMIt.
=-=~~.~s."'UQ1D"-~it.'
.. ~'iiilT'~~.:r~~A1WICN~.
c. K flMIlIIm' OINRI ,.. 10..... ... IlMIML CllIIa All MMn8Wa.
~~.~AlltV1lm"~"_1D).",
D.Hf"RClPERlYCIIUllAGlllllE1OIIlIX1'MClf'1tNASllECCIlIUI'I'lOLVM.IJAlEK
===. ~ _ I JIl"l1f MID 10 'WIr~" MmQII "........
NW 1/4 SECTION 27.
COUNTY OF
SHEET 1
t
T3S. R69W OF THE 6TH P.M.
STATE OF COLORADO
"'--
JEFFERSON.
OF Z ~~y~
to ~~:=--::~Jf'I~':"V:C
~......-.
L 1*: IUt\P _ HQIf ~ "... 1EIMl., AWDI
-...-tHt.1D_~.I'IolDIIm:llf1!&CDlllO.
RR.iAU.~_IIIEllWDNI.I'JoI8I8C1I.~......yNrlP
1lUtlJIIOQIID........~.we.__waa1Ht
CllWlIIftIDIr"WV~.~NO..IIlI7'"
I'IIiiJWlIDW~""'lUItlII,IAMa~CClMII1Ml!M1'
0.."''''1. aooL
a. Nft.... WfO ~~ o\I.1Il!J$. Df7HlD IM't JII.1IUl:
UfiIt.:..,.,........ lMlO.......1rQMIDI1' eft ~
CCiIIIQSAo.AU_~~I'l.MJMT.8J.l1[SJA'"
--
... NO.....I1FH~fIIIllClNlIIl'lLfS....MtllRUt.rs
lIPJQIIlI..fLollD..*ZotIIID.Iis.>>OIItOl.RDllD IIt:MtMICIltUI,." NQ.
~-::.cm~.r-'T""'~lIFl'IC'IM:l>>.lD
e. ~ ~1iD CWIlWlO v.... IIWJ IlOlIIeIlZ: ., lD*l
1ICIQt".lRlIIMrIlEfPlf_ ...~.....1tlllII... N'1IIIl'OlI
1lIICllMlIl_0IJIIQ. MltOaDfI'.W.yNltACftCINMIUll.JlClN1Mt
IlItKTII ......... COIMHCID... 1lWIlDt ....... HIlA.
OF M mrIIf1I>>,... ..... ....
.. ....01....-.
'.~C'lfIlllMMGle$lllM.a(lN1tCrAltNMlPl!llClP1Hi:PIIlIOY't
_IH18IIM.PW;I'PI1Y1.IG''''1GUDt'QaI,~CIlIRaIlllYAlllS<<
IIIICDIU".JIIIIOWIliD,
VlClIOt'r......
....
........
.. ACCaIlOW1tfQ1lllC:llOlO_CllUIlT.
- .....
fl[JRVRYmt'R m.i9mrl!Ul'
LOT 4
I LOT 5
~~
-
\._4.w:tIMAAI9A_....tllJIlI:WII._......~
HIIlIII1"''' '1*, "....., _.. aMY.,"" ..,. IT. .JMIt....
UNE& 1ft" _.JDICINMI:"'" ......... AIiIll atIDlN. IHJ i ..,
1It4T If CCWWII Ml ..............__ '"' __ ~.. o.u.
~o1lUIICI#
\
J-
"-
...........
LOT 7
II"~~
r
--(
I
I
I
-1
----
~:==_.__.
APPLBWOOD PRESI:R"VE BliBDmsloa
LOT 8
/v(..-
b
~"7\
LOT 9
Df.t.tIIn\It1 t!tl~.~.a..
1JIIU'.,CDl'IlFY1lIU.....""'THd_.tI"fifICMD..... ~
~~:~T~~
~l/rNIIM-
..-
VA""" ~J."
L$~TW
~.". .~. an.". --.u--.CIl:U'alWK\
. ....<< ..,--- ~
~ \ ~ :--;~..~
v..~ ~-,~ '," ~J9
....
....
....,
.... a-.
~
h...~
PIJBUt! ~ .WWI!
_U1IJ1TDmIDn$Nlt.-:l\"GIWIIIOONfIlllW'AlEl'IllRR'n'
WAaMTMDlDal.otl8a.tlPCIM LMIf..."""", CIlII'\AT1Bl
PIDENlII "18CA~~1Ml" MmW.1Dl. IUIIIf1PWlI:E. All)
(If'~ CMU."-~..--"",,~
PIIIMIPr ~1IWJ.~1l&W: L"r.tr.:;:;r"
llIW'IIIC SCAUl
ttr_ um 1IWYIa~ 1!IRIIW!:..'I'Ih1I
mW:flCCt.CIItAIO I .
.......".........
I NrMITctIUlP'T1tlA1'M......T...........1IlIClI'PICC ClPlIC
~~~~~--A~.~n~.A
~--... HlliIlMT""" A.T....... ...~Ir~-Jl~
.~~
. .' tm, ':t IJI/b...
n~. _._
'"
""
..,
...J
..)
l;
,
!
.
1
(-.t
....a a:
T
..:~::::.~~;.;~:
,"-r .,'.
o :: ~~. SE.i.1~.:
Inc.
EJ.......RY
l.Iif:
SHEET 1 of It.
APPLEWOOD PRESERVE SUBDIVISION
,/.,.
FlUNG NO. 2
~ ASPEN Surveying.
IISlIl $00. flt:0lU.stJl!['f
""',,.,.
Aoln:n,c:o 8CIDl4
---
C'?,i.~o:...:,....'....
Telephone 303/235-2846
The City of
Wheat. .
Ridge
-
7500 West 29th Avenue
-Wheat Ridge, Colorado
DATE: January 21, 2002
OFFICIAL ADDRESS NOTIFICATION
NOTIFICATION is hereby given that the following address has been assigned to the property/properties as
indicated below:
PROPERTY OWNER(S): Jeff Scott. 9733 W. 32m! Ave.. Wheat Ridll:e. CO 80033
OLD Al)DRESS: .9733 W. 32m! Avenue. Wheat Ridll:e. CO 80033
NEW ADDRESS: Lot 1: 3210 Iris Ct.: Lot 2: 3220 Iris Ct.: Lot 3: 3230 Iris Ct.
SUBDIVISION: A lewood Preserve Subdivision Filin No.2
LOT s 1-3 BLOCK
LEGAl~ DESCRIPTION:
A TRACT OF LAND LOCATED IN THE SOUTI{WEST ONE-QUARTER OF THE NORTI{WEST ONE-
QUARTER OF SECTION 27, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL
MERIDIAN, CITY OF WHEAT RIDGE, JEFFERSON COUNTY COLORADO DESCRIBED AS FOLLOWS:
COMMENCING AT THE SOUTHEAST CORNER OF THE NORTI{WEST ONE-QUARTER OF THENCE
S89029'36"W ON AN ASSUMED BEARING ALONG THE SOUTH LINE OF SAID NORTI{WEST ONE-
QUARTER A DISTANCE OF 1766.11 FEET; THENCE NOOo 11'44"W, PARALLEL WITH THE EAST LINE
OF THE WEST ONE-HALF OF THE SOUTHWEST ONE OF THE NORTI{WEST ONE OF SAID SECTION
27 A DISTANCE OF 30.00 FEET TO THE POINT OF BEGINNING, SAID POINT LYING ON THE NORTH
LINE OF THAT TRACT OF LAND DESCRIBED IN BOOK 184 AT PAGE 541 OF THE JEFFERSON
COUNTY RECORDS; THENCE CONTINUING NOOo 11'44"W, PARALLEL WITH SAID EAST LINE A
DISTANCE OF 365.00 FEET TO THE NORTHWEST CORNER OF THAT TRACT OF LAND DESCRIBED
IN RECEPTION NUMBER 83075045 OF THE JEFFERSON COUNTY RECORDS; THENCE N89029'36"E,
ALONG THE NORTH LINE OF SAID TRACT, A DISTANCE OF 110.00 FEET TO THE NORTHEAST
CORNER OF SAID TRACT; THENCE SOOo11'44"E, ALONG THE EAST LINE OF SAID EAST ONE-HALF,
A DISTANCE OF 365.00 FEET TO A POINT ON THE NORTH LINE OF WEST 32ND AVENUE (60' WIDE);
THENCE S89029'36"W, ALONG SAID NORTH LINE, A DISTANCE OF 110.00 FEET TO THE POINT OF
BEGINNING.
CONTAINING 40149 SQUARE FEET OR .9217 ACRES OF LAND, MORE OR LESS.
AUTHORIZED BY: ~
/
DATE: 1- z..1 - /) 2-