HomeMy WebLinkAbout5225 Pierson CourtCity of
Wheat j ,,gle
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building
F: 303.237.8929
July 22, 2019
Owner/Occupant
5225 Pierson Court
Wheat Ridge, CO 80033
7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855
RE: Previously permitted project plans available for retrieval — Permit 201709605 (New Single
Family)
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 — August 19 — 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 3:30 p.m., Monday
through Friday, at the Building Division offices located at 7500 W. 291h 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
COW heat RA,e
MMUNITY DEVELOPMENT
www.ci.wheatridge.co.0 s
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INSPECTION RECORD
Inspection online form: http://www.ci.wheatridge.co.us/inspection
Cancellations must be submitted via the online form before 8 a.m. the day of the inspection
Inspections will not be performed unless this card is posted on the project site
Request an inspection
before MIDNIGHT (11:59 PM) to receive an inspection the following business day
PERMIT: ADDRESS: �1)5 1 !'5 C, JOB CODE: J
Foundation Inspections
Date
Inspector
Initials
Comments
102 Caissons / Piers
F
403 Footing P.E. Letter
.P
. .
104 Foundation Setback Cert.
105 Stem Walls
106 Foundation wall Insulation
Do Not Pour Concrete Prior To Approval Of The Above Inspections
Underground / Slab Inspections
Date
Inspector
Initials
Comments
201 Electrical / Cable/ Conduit
F
202 Sewer Underground Int.
.P
203 Sewer Underground Ext.
204 Plumbing Underground Int.
205 Plumbing Underground Ext.
206 Water Underground
Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections
Rough Inspection
Date
Inspector
Initials
Comments
_a
301 Rough Framing;
F
302 Wall Sheathing
fZ,
303 Roof Sheathing
304 Sheer Inspection
305 Insulation
306 Mid -Roof
307 Metal / Lath / Stucco
308 Rough Electrical Residential
7
309 Rough Electrical Commercial
310 Electrical Meter Residential
311 Electrical Meter Commercial
312 Temp. Const. Meter
313 Rough Plumbing Residential
_
314 Rough Plumbing Commercial
315 Shower Pan
SEE OVER FOR ADDITIONAL INSPECTIONS
PERMIT: ao II&M ADDRESS: 5115 Pl(�D'Y\ Qt' JOB CODE:
Rough Inspection (continued)
Date
Inspector
Initials
Comments
316 Rough Mechanical Residential
"2 5 t 1, t -
M T'-
317 Rough Mechanical Commercial
318 Boiler / Furnace
- ,� = /
319 Hot water tank
320 Drywall screw and Nail
'T�
321 Moisture board / shower walls
322 Rough Grading
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X323 Miscellaneous
Final Inspections
Date
Inspector
Initials
Comments
402 Gas Meter Release
403 Final Electrical Residential
M T'-
404 Final Electrical Commercial
405 Final Mechanical Residential
- ,� = /
,406 Final Mechanical Commercial
407 Final Plumbing Residential
'T�
408 Final Plumbing Commercial
409 Final Roof
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410 Final Window/Door
4V Landscape/Park/Planrtiirig*
Inspections from these entities shall be requested
one week in advance.
*For landscaping and parking inspections please
call 303-235-2846
"For ROW and drainage inspections please call
303-235-2861
***For fire inspections please contact the Fire
Protection District for your project.
4 12 Row/Drainage/Public Works*`
; s
y '
413 Flood plain Inspection"
414 Fire Insp. / Fire Protection***
415 Public Works Final**
416 Storm Water Mgmt.**
417 Zoning Final Inspection*
418 Building Final Inspection
Note: All items must be completed and approved by Planning, Public Works, Fire and Building
before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not
constitute authorization of occupancy.
For Low Voltage permits please be sure that rough inspections are completed by the Fire District and
Electrical low voltage by the Building Division.
R
ac flow Consulting
Testing & Repair, Inc.
Phone: (303) 537-0126
www.backfiowconsulting.com
info@backfiowconsulting.com
Assembly Serial #: CB223366
Test Date/ Time: 10/4/2018 7:59:43 PM
Tester Certification #: 06-00615
Assembly Test Results ® Pass ❑ * Fa I l
Water Supplier: Denver Water District Meter #:
Service Location: QUAIL RIDGE
Facility Address: 5225 PIERSON CT City: ST: Zip:
Contact Person: CESSNA, JIM Phone: (720) 380-3020
Owner/Mgmt Co/Contractor: REMINGTON HOMES
Address/Suite 5740 OLDE WADSWORTH BLVD
City/State/Zip ARVADA CO 80002
Primary Contact JIM CESSNA (720) 380-3020
Make: Wilkins Model: 720A
Tvoe Of Use Protection Inle Orientation Outlet
Type: ❑ RP ❑ DC ® PVB ❑ Air Gap
❑ Domestic El Containment El Horizontal 01
Size: .75 Date Installed:
❑ Fire ❑ Containment by Isolation ® Vertical Up ❑'
® New ❑ Existing
❑ Glycol ® Isolation ❑ Vertical Down ❑'
® Irrigation
Previous Assembly #:
❑ Recycled
Location: OUTSIDE SOUTH SIDE OF HOUSE
Feeds To:
Line
Initial Test Results
Repairs
Re -Test Results
PSI:
Tightness Differential
Tightness Differential
Check Valve #1
❑ Leak
1.7
❑ Leak
(RP, DC, PVB)
❑ Tight
❑ Tight
Check Valve #2
❑ Leak
❑ Leak
(RP, DC)
❑ Tight
❑ Tight
Relief Valve
(RP)
Buffer
(RP)
Air Inlet
1.6
OPENED FULLY
(PVB)
Shutoff Valve #1:
®Ti ht ❑Leakin ❑Re laced Shutoff Valve #2: ®Ti ht ELeaking ❑Re laced
Back Pressure: Dyes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE:
Comments:
Alarm Company/Fire Department: DFS Certification #: 18-B-06300
Contacted By:
Turn Off Date/Time: Turn On Date/Time:
Test Kit Make: MidWest Model: 845
Serial #: 07112151 Last Calibration Date: 1/30/2018
Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation.
Testing Company: Backflow Consulting Testing & Repair, Inc
Tester Name: Nick Roman4. Phone: (303) 537-0126
Signature: Certificate Expiration Date: 1/16/2019
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Builder Name: Remington Hames Rating Company: EnergyLogic
Permit Date/Number: Rater ID (RTIN): 0430334
Home Address 5225 Pierson Ct , Wheat Ridge, CO Rating Date: 2018-10-16
80033 Version: 3.0
'• M • • • • M. • x•:» lea •
Thermal Enclosure System Water Management System
A complete thermal enclosure system that Includes A comprehensive water management system to
comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations.
and high -performing windows to deliver improved
comfort and lower utility bills. LM
�j I
J EJ Flashing, a drainage plane, and site grading to move
water from the roof to the ground and then away
Air Infiltration Test: 1105 CFM50 (1.99 ACH50) from the home
Primary Insulation Levels Water-resistant materials on below -grade walls and underneath slabs to
Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home.
Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction.
Primary Window Efficiency:
U -Value: 0.3 SHGC:0.31
Heating, Cooling, and Ventilation Energy Efficient Lighting and
System Appliances
A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills,
ventilation system that is designed and installed for while providing high-lquality performance.
optimal performance.
ENERGY STAR Qualified Lighting. 100%
Total Duct Leakage: Duct Leakage to Outdoors
72 CFM25 Rough -in, with Air 72 CFM25 ENERGY STAR Qualified Appliances and Fans
Handler Refrigerators:0 Dishwashers:0
Primary Heating (System Type • Fuel Type • Efficiency): Ceiling Fans: 0 Exhaust Fans: 1
Furnace • Natural Gas • 92.1 AFUE
Primary Water Heater (System Type •Fuel Type •Efficiency):
Primary Cooling (System Type • Fuel Type • Efficiency). Water Heater • Natural Gas • 0.69 Energy Factor
Air Conditioner• Electric • 13 SEER
This certificate provides a. summary or the mayor energy of iciency and other construction
HERSAndot teatures that contribute to this horne earning the ENERGY STAR, including its Home Energy
Rating System (HERS) score, as daterrnined through independent inspection and ventreatian
Zero Energy Reference Existing performied by a trained professional The Home Energy Rating Systom is a not,onalry�recogmzad
Home Home Homes uniform measurement of the energy efficiency of homes.
Note that when a home contains mutple performance levels for a particular feature (e.g.,
window elficdency or insutatwn levets), the predominant value is shown. Also, homes maybe
\UVJ
certified toearn Ute ENERGY STAR using a sampling protocol, whereby one home is randomly
$
0 5 0 µo,Q salactod from a set or homes for rop isontative inspections and testing. Insuch cases, the
lMii
Energy Energy features found in asci horao within the sat aro intended 6c meal or exeoe4 the value# presented
a on th+s cartificata The actual values for your home may differ, but offer equivalent or better
performance. This certificate was printed using Ekotrope'. V...n 2 23 2028)
Thn Ham.
oaaar rrsart Learn more at www.energystar.gov7hamereatanres
IECC 2012 Performance Compliance
QnergyLagic
Property Organization '"
5225 Pierson Ct EnergyLogic
Wheat Ridge, CO 80033 Jeremy Hansen Inspection Status
2018-10-16
reports Builder Rater ID (RTIN): 0430334
5225 Pierson Ct Remington Remington Homes RESNET Registered (Confirmed)
Annual Energy Cost
Design
IECC 2012
As Designed
Performance
Heating
$646
$511
Cooling
$131
$124
Water Heating
$135
$135
SubTotal - Used to determine compliance
$912
$770
Lights & Appliances
$747
$734
Onsite generation
$0
$0
Total
$1,658
$1,504
402.5
Area -weighted average fenestration
405.3 402.4.1.2
Performance-based compliance Air Leakage Testing
—c—c by 1r sw
SHGC
RIF?
M
402.5 403.2.2 404
Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency
U -Factor
Mandatory Checklist
0
Design exceeds requirements for IECC 2012 Performance compliance by 15.5%.
As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of
Chapter 4 of the adopted international Energy Conservation Code based on Climate Zone 5. If rating is Projected, I certify that the building design described herein is consistent with
the building plans. specifications, and other calcilations submitted with the permit application_ If rating is Confirmed. I certify that the address referenced above has been
inspectedJtested and that the mandatory provisions of the IECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another parry.
Name:
Organization:
Jeremy Hansen
EnergyLogic
Signature:
Digitally signed
_A_�
10/16/18 at 2:23 PM
Ekotrope RATER -Version 2.2.5.2028
IECC 2012 Performance compliance results calculated using Ekotrope's energy aigodthm. which is a RESNET Accredited HERS Rating Tool.
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IECC 2012 Label
5225 Pierson Ct
HE RSO Index Score: 56
Ceiling: R-50
Above Grade Wal Is: R-23
Foundation Walls: R-19
Exposed Floor: R-50
Slab: R-0
Infiltration: 1105 CFM50 (1.99 ACH50)
Duct Insulation: R-9.5
Duct Leakage: 72 CFM25
U -Value: 0.3, SHGC: 0.31
Door: R-7
Heating: Furnace • Natural Gas • 92.1 AFUE
Cooling: Air Conditioner • Electric • 13 SEER
Hot Water: Water Heater - Natural Gas - 0.69
Enerov Factor
Signature:
Air Leakage Report
Property
5225 Pierson Ct
Wheat Ridge, CO 80033
reports
5225 Pierson Ct Remington
(nergyLogic
Organization on DIY'1'. 1 °
EnergyLogic
Jeremy Hansen Inspection Status
2018-10-16
Builder Rater ID (RTIN): 0430334
Remington Homes RESNET Registered (Confirmed)
General Information
Conditioned Floor Area [sq. ft.] 3,320
Infiltration Volume [cu. ft.] 33,235
Number of Bedrooms 3
Air Leakage
Measured Infiltration
1105 CFM50 (1.99 ACH50)
ACH50 (Calculated)
1.99
ELA [sq. in.] (Calculated)
60.8
ELA per 100 s.f. Shell Area (Calculated)
0.803
CFM50 (Calculated)
1105
Duct Leakage
Mechanical Ventilation
Rate [CFM]
System 1
Leakage to Outdoors [CFM @ 25 Pa]
72.0
Leakage to Outdoors [CFM25 / 100 s.f.]
2.2
Leakage to Outdoors [CFM25 / CFA]
0.022
Total Leakage Test Type
Rough -In, with Air Handler
Total Leakage [CFM @ 25 Pa]
72.0
Total Leakage [CFM25 / 100 s.f.]
2.2
Total Leakage [CFM25 / CFA]
0.022
Mechanical Ventilation
Rate [CFM]
64.0
Hours per day
24.0
Fan Watts
15.0
Recovery Efficiency %
0.0
Runs at least once every 3 hrs?
true
Average Rate [CFM]
64.0
2010 ASHRAE 62.2 Req. Cont. Ventilation
63.2
2013 ASHRAE 62.2 Req. Cont. Ventilation
83.1
Ekotrope RATER -Version 2.2.5.2028
RESNET HOME ENERGY
QnergyLogic
RATING Standard Disclosure o.o'..'.
For home(s) located at: 5225 Pierson Ct , Wheat Ridge, CO
Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page.
1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home.
2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for
this home:
A. Mechanical system design
Wj B. Moisture control or indoor air quality consulting
OC. Performance testing and/or commissioning other than required for the rating itself
D. Training for sales or construction personnel
E. Other(specify)
3. The Rater of the Rater's employee is:
[:]A. The seller of this home or their agent
E] B. The mortgagor for some portion of the financed payments on this home
WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home
[]4. The Rater or Rater's employer is a supplier or installer of products, which may include:
Products
HVAC systems
Installed in this home by
Rater Employer
OR is in the business of
Rater Employer
Thermal insulation systems
11 Rater
11Employer
DRater
Employer
Air sealing of envelope or duct systems
Rater
Employer
Rater
Employer
Energy efficient appliances
11 Rater
DEmployer
11Rater
11Employer
Construction (builder, developer, construction contractor, etc)
ORater
EEmployer
Rater
Employer
Other (specify): I I
E]Rater
[]Employer
Rater
ElEmployer
D5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for
Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy
Services Network (RESNET). Rater Certification #: 0430334
Name: Jeremy Hansen
Signature:
Organization: Energyt_ogic Digitally signed: 10/16/18 at 2:23 PM
I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating
Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating
Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality
control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at
http://resnet.us/standards/RESNET_Mortgage_Industry_National_HERS_Standards.pdf
The Home Energy Rating Standard Disclosure for this home is available from the rating provider.
RESNET Form 03001-2 - Amended April 24, 2007
2005 EPAct Energy Efficient Home Tax Credit (13-001)
nergyLogic
Property Organization °"
5225 Pierson Ct EnergyLogic
Wheat Ridge, CO 80033 Jeremy Hansen Inspection Status
2018-10-16
reports Builder Rater ID (RTIN): 0430334
5225 Pierson Ct Remington Remington Homes RESNET Registered (Confirmed)
RESNET Confirmed Rating
Normalized Modified End -Use Loads (MBtu /
year)
Category 2006 IECC 50% As Designed
Target
Heating 34.5 29.4
Cooling 4.5 5.6
Total 39.0 35.0
Ceiling U:
0.020
Wall U:
0.054
Framed Floor U:
0.022
Slab R:
0.0
Window U:
0.300
Envelope Loads (MBtu /year)
Category
2006 IECC
As Designed
90% Target
Heating
62.0
39.6
Cooling
8.0
8.2
Total
70.0
47.8
Building Features
Window Combined SHGC: 0.2
Heating System: AFUE = 92.1 %
Cooling System: SEER = 13
Duct Leakage to Outside: 72.0 CFM25
This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for
Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended
through the year 2017.
The undersigned certifier verifies that:
(1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent
below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone;
(2) Building envelope component improvements alone account for a level of annual heating and cooling energy
consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference
dwelling unit in the same climate zone; and
(3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice.
(4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STARO for Homes Sampling
Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that
all features of the home affecting such heating and cooling energy consumption comply with the design specifications
provided to the eligible certifier.
"Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the
best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete."
Name: Jeremy Hansen Signature: 4�
Organization: EnergyLogic Digitally signed: 10/16/18 at 2:23 PM
Ekotrope RATER - Version 2.2.5.2028
This information does not constitute a warranty or qua rantee of home energy performance.
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: y07 F_PA/S 6,�-
Job Address: id -;L5- A; ('/Sort G t
Permit Number: 19o17o966_
❑ No one available for inspection;Ti e 0 AM/PM
Re -Inspection required: Yes N
When corrections have been made, call for re -inspection at 303-234-5933
Date: Inspector: JA T#
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: ill e _,�f
Job Address: 5 d-)-�- piot.50n f'
Permit Number: 2c,17002 6676__
l
LlNo one available for inspection: Time r "r' 0 AM/PM
Re -Inspection required: Yes,' No
When corrections have been made, call for re -inspection at 303-234-5933
Date: 1(h. Inspector: t
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: q 1 -4
Job Address: 52Z F_�'l e vs-ov, -
Permit Number: �zo I � 09 o 0
❑ No one available for inspection: Time I D AM
Re -Inspection required: Yes oNo
When corrections have been made, call for re -inspection at 303-234-5933
Date: 10 - 25 j 1� Inspector
DO NOT REMOVE THIS NOTICE
1* � I 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: LI o S- E_; n n I MPc
Job Address: S_ -da S G3 i',e on C'
Permit Number: �D n I -,,v 9 4� o (-)
F-, nas1 m,eeAo'n, ccs
V
❑ No one available for inspection: Timec`3 = a (,p PM
Re -Inspection required: Yes
When corrections have been made, call for re -inspection at 303-234-5933
Date: / o a s / q Inspector: _-M
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: yQ �i F
Job Address: ��&1
Permit Number: x/7016"'o
❑ No one available for inspection: Time jDC�2.AM/PM
Re -Inspection required: Yes 00'
When corrections have been made, call for re -inspection at 303-234-5933
Date: i % 3 Inspector: f' f llT
O 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
L/ )43 - ,.,a I R L,,'i)r`n.7
INSPECTION NOTI(5E /
X107- F,',,e.l p/vmZ1n9
Inspection Type: `l OS-
Job Address: Sa -,) SC-�-
Permit Number: "J o t -7 o g 6 o s
�_, h a I PIU /vI ". a DP! V, e C►
- check O a t - Vv n o -P
R
A 5 li e N r-" a C ;"T7 t )VI At P
o� /-tiOt'rf�e
U i el rte£' ,r -P r- ,-, t1,, /.0 1 -Al r•'e
❑ No one available for inspection: Time 43 = y -q A/PM
Re -Inspection required:es No
When corrections have been made, call for re -inspection at 303-234-5933
Date:-/ o -:�/JgInspector: —Fb
DO NOT REMOVE THIS NOTICE
CITY OF WHEAT RIDGE �''
rBuilding Inspection Division
(303) 234-5933 Inspection line
4000or
(303) 235-2855 Office - (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address:
Permit Number: ___2o /7 oq&o� ,�-
❑ No one available for inspection: TimeL(X) AMgg?
Re -Inspection required: Yes No `
*When corrections have been made, call for re -inspection at 303-234-5933
r
Date:` ),r / 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: LjUq_ r-iln611 aCV4
Job Address: 5 2 Z. S &f.
Permit Number: 2 017MO 5
F1,110 I Aw-C Ea
❑ No one available for inspection:: Time AQPM
Re -Inspection required: Yes
When corrections have been made, call for ffor re -inspection at 303 -234 -
Date: V P / 10 Inspector: Dry LgjVZf jt
DO NOT REMOVE THIS NOTICE
iCITY OF WHEAT RIDGE ���
1�9�Building Inspectidn Division
(303) 234-5933 Inspection line
'(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: _4, l wUV
Job Address: X 225 -Pier 56)-\ CT
Permit Number: ,-20 (-7 b� &05
❑ 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: 7 - ( T ( y Inspector: f
DO NOT REMOVE THIS NOTICE
41 CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: pu e -u f --f 4t
Job Address: 5,?z5- d` / PdS C
Permit Number: o-70!-7 Cq406�_
❑ No one available for inspection: Timed A /P
Re -Inspection required: Yes
When corrections have been made, call for re -inspection at 303-234-
Date:- 2 . q, l f 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: (<bU6--.; # F_roil► e
Job Address: G2Z5 ple'- �GY1
Permit Number: ,,? o 17 o q 005
LJNo one available for inspection: ime f� �j A PPM
Re -Inspection required: Yes
When corrections have been made, call for re -inspection at 303-234-5933
Dater ! Inspector:
DO NOT REMOVE THIS NOTICE
o CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: Qw b W M FC H
Job Address: G225 Pier5m e - t
Permit Number: ;?0 I_70q (o(9
❑ No one available for inspection: Time / AI/_M
Re -Inspection required: Yes N
When corrections have been made, call for re -inspection at 303-234-
Date:- -7 • 31 ` ! � 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:_ _2W5 W Plumb.
Job Address: `J225 f ei( 5on C -,T
Permit Number: -Za 1-7[R Lp D6
❑ No one available for inspectio -Time
Re -Inspection required: Yes No _.
When corrections have been made, call for re -inspection at 303 -234 -
Date:. -7-31A Inspector:
DO NOT REMOVE THIS NOTICE
I
E
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: H F�-Givn _
Job Address: r,..• 22S V1P r` SM�I
Permit Number: 2O I. 7C-') (001,�5
❑ No one available for inspection: Time OaD Am
Ll"Mi-)
Re -Inspection required Yes No
When corrections have been made, call for re -inspection at 303-234-
Date:- 7 6 (` I Inspector:,
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office - (303) 237-8929 Fax
INSPECTION NOT CE
Inspection Type: 3o5 kL ` 3� yi0 Fl (,,y
Job Address: 5_d' 5 P P/Sod G
Permit Number: -!�O/ %D g' 6 2 5 j
Ll No one available for inspectio Time J AM/PM
Re -Inspection required: YesNo
When corrctions have been made, boor re-inspecttioon at 303-234-5933
Date: -7/,'15 / Inspector:
DO NOT REMOVE THIS NOTICE
o CITY OF WHEAT RIDGE Z
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: (0 ` pyv r
Job Address: S 2 2 t
Permit Number: 2 0 1-7 0 9 ce C.),
❑ No one available for inspection: Time; -.'j 1 AM%PM-,'
Re -Inspection required: Yes /No,
When corrections have been made, call for re -inspection at 303-234-5933
Date: __717 (i -Inspector:
DO NOT REMOVE THIS NOTICE
s CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: - u c,,(- r- I
Job Address: S s e�.sc n C4
Permit Number: 2 0/-7 c g 1, o S—
❑ No one available for inspection: Time q! / -7 60M
Re -Inspection required: Yes
When corrections have been made, call for re -inspection at 303 -234 -
Date:— / /
03 -234 -
Date:-// 9 ) S- Inspector:
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION/ NOTICE
Inspection Type: UJLc I ( 5 60 �`' 1 �4 C
Job Address: '5 2-2 S_ l -el5c- 1 IET
Permit Number: 2 U 1-7 02C12ogi
❑ No one available for inspection: Time /C,^.0(-' AM M
l
Re -Inspection required: Yes%
When corrections have been made(, call for re -inspection at 303 -234 -
Date:— tel-ZIInspector:
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: CD 09 P"t16. V1 Al )4'9('4
Job Address: Sofia `3 P I K. r SC>>v Z!
Permit Number: (�-_)(D) . - O
9
❑ No one available for inspection ime C) d:. J� %PM
Re -Inspection required: Yes N
When corrections have been made, call for re -inspection at 303-234-5933
Date: 5-/ `3/ % t Inspector: 19 T
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: fo U) <I i
Job Address: mac) '�" r
Permit Number:
❑ No one available for inspection: Time I ! ', <3 14 `0/PM
Re -Inspection required: Yes Io
*When corrections have been made, call for re -inspection at 303-234-5933
Date: 3 3 - Inspector: � ,\. ) c-,
DO NOT REMOVE THIS NOTICE
y
i CITY OF WHEAT RIDGE »'
_:�9�Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: f 2 S 5 LSH l
Job Address: cd
Permit Number:
J
❑ No one available for inspection: Time /13 !O/PM
Re -Inspection required: Yes (06.,
When corrections have been made, call for re -inspection at 303-234-5933
Dater,,) r Inspector-�f�_
DO NOT REMOVE THIS NOTICE
M
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: 103 F , 5
Job Address: a 11' P �, �� , C +-
Permit Number: az, ►� C7 `� �, ��"
❑ No one available for inspection: Time )c ; >. 1-i- /PM
Re -Inspection required: Yes
No:),
When corrections have been made, call for re -inspection at 303-234-5933
Date: 3� Z L(),6 Inspector: - —)N -
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
art,.
Single Family - New PERMIT - 201709605
PERMIT NO: 201709605 ISSUED: 03/01/2018
JOB ADDRESS: 5225 Pierson CT EXPIRES: 03/01/2019
JOB DESCRIPTION: New Single Family Detached home; 2 story, 3 car garage, unfinished
basement, 3 bedroom, 3 bathroom - 3,837 sq ft total
Main floor - 1,090 sq ft
Upper floor - 960 sq ft
Unfinished basement - 988 sq ft
Garage - 664 sq ft
Covered front porch - 135 sq ft
***
CONTACTS ***
OWNER
REMINGTON HOMES OF COLORADO IN
GC
(303)420-2899
Megan Sparks
160075
Remington
Homes of Colorado
SUB
(303)882-3530
Sean Lind.
019875
Lind-Brug
Electric, Inc.
SUB
(303)421-4506
Ben Millwood
019354
Millwood
Plumbing & Heating
SUB
(303)668-4487
Eugene Willis
170665
Smith and
Willis HVAC LLC
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 /
*** FEE SUMMARY ***
Total Valuation
Plan Review Fee
Use Tax
Permit Fee
Engin. Review Fee
** TOTAL **
*** COMMENTS ***
ESTIMATED PROJECT VALUATION
FEES
0.00
1,368.90
5,254.98
2,106.00
150.00
8,879.88
250,237.00
*** CONDITIONS ***
All roughs to be done at Framing Inspection.
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.
As part of the foundation inspection and PRIOR to the placement of concrete and before
proceeding with any further construction, 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.
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.
Prior to issuance of CO for individual homes, the following landscape improvements shall be
installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree
or one (1) 6-8' evergreen tree; eight (8) shrubs; 5&439; border of 1.25" river rock
adjacent to the foundation; sod; and an automated irrigation system.
All landscaping shall be in conformance with Section 26-502 of the Zoning and Development
installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree
or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to
the foundation; sod; and an automated irrigation system.
All landscaping shall be in conformance with Section 26-502 of the Zoning and Development
Code. All landscaping shall be installed in accordance with the approved landscape plan
prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125%
of the cost of the installation shall be required.
1, b myy signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications;
applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perforn� the work described and approved in conjunction with
this��ppeMI - I further ttest that I am legally authorized to include all entities n ed within this document as parties to the work to be
pertorma� apd that�al work to be performed is�d�sclosed in this document and' accompanying approved plans and specifications.
Signature of OWNER �c� CONTRACTOR (Circle one) Dati
I. This permit was issued -based on the information provided in the permit application and accompanying )Tans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and may be subject to a fee equal to one-half of the originalpermit fee.
3. If this pen -nit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Budding Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval.
5, The pen -nit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6, The issuance or granting of a permit shal not be construed to be a permit for, or an approval of, any violation of any provision of any
applicable code or any ordinance or reg ation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building Official I Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
.heat i e
COMMdJNJTY DEVELOPMENT
Building & inspection Services Division
7500 W. 29" Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
FOR OFFICE USE ONLY
Date: �.,
lei//cl }
PlanlPermit # ao��Oqb�(c
c
Plan Review Fee: I) % x ,
Building Permit Application
*" Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.''*
Property Address: k'��� lel
Property Owner
Mailing Address: (if different than property address)
y
Address: �)7�h C)18 -Q- l
State
Architect/Engineer: 6 % UFc� a+t w)c+ `S . Tf)
Architect/Engineer E-mail: SICLa !�(?4 AA L)4orn, '('ptilPhone:
Contractor:
Contractors City License #: (P Phone:�`��
Contractor E-mail Address:
Sub Contractors:
Electrical: - 6(—� eieoiI .
W.R. City License # C ! %_75
Other City Licensed Sub:
City License #
Plumbing: M; liLect _Piw)bri
W.R. City License # O Iq'6
Other City Licensed Sub:
City License #
Mechanical: Sits ( , 1 1)L5
W.R. City License #
Complete all information on BOTH skies of this form
Description of work: (Check all that apply)
❑ NEW COMMERCIAL STRUCTURE ' ,,❑ ELECTRICAL SERVICE UPGRADE
[� NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING
❑ COMMERCIAL ADDITION ❑`RESIDENTIAL ROOFING
❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT
❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
❑ OTHER (Describe)
(For ALL projects, please provide a detailed description of work to be performed, including current use of areas,
proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and
amount of materials to be used, etc.) 13<YAC 9,CtRgCy 1
�> Cly n�v �so
�(l�Cl , bum ttt`111L111, bc� �c-i�rY� [ J _
qb S 6) cy- -- (P aA c=al
°I �
Sq. Ft./"_F
Amps
Btu's
Squares
Gallons
Other
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ a5r- , a3F7
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 to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application.
CIRCLE ONE: (OWNER) (CONTRACTOR) or
PRINTNAME:t 1 tit_V)t }, a)nC_T-yl SIGNATURE:
ZONING COMMMENTS:``-
Reviewer V
BUILDING DEPARTMENT COMMENTS:
Reviewer: d r'I
f 11�
REPRESENTATIV ofOWNER) (CONTRALTO
DATE:
DEPARTMENT USE ONLY
OCCUPANCY CLASSIFICATION: —
PUBLIC WORKS COMMENTS �) J y�� lC-(� C lJ d�_GC:� Lo LA_3 'a
Reviewer: bin l
Cstr'�c�.w ��c�r3�.mv.Li= �r5 c 1
PROOF OF SUBMISSION FORMS `r \\ " C"k c.. l � "T rC
Fire Department ❑ Received ❑ Not Required
Water District ❑ Received ❑ Not Required
Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $
Rev. 04/17
Quail Ridte Estates — Plan Review Worksheet
Address: 5 2Z5 / / P S��2 Quail Ridge Estates Subdivision, Lot #: ' y
Block:
Applicable survey conditions:
FND (survey at foundation)
NRS (survey prior to CO, if within 2 feet of setback)
DOUD 1 (landscaping)
DOUD2 (setbacks)
Lot Size: ` 350 sq. ft.
(minimum lot size is 6,250 sq. ft.)
Maximum Building Coverage (45%):
(not including accessory structures)
Total Proposed Building Coverage:
Accessory Building Coverage
(not to exceed 600 sq. ft.)
3 3 (--"7 sq. ft.
6) !o 0 sq. ft.
:Y %
Yl c� sq. ft.
Main Building Setbacks
Required
Provided
Front
20'
Interior Side
5'
Side on street
10'
Rear
20'
Accessory Structure Setbacks
Required
Provided
Rear (if under 8' tall)
2'
r► a
Side (if under 8' tall)
f`t �
Rear (8'- 15' tall)
5'
kb(
Side (8'-15' tall)
V\/Q
Building Height
Maximum
P ovided
Main Building
35'
,
Accessory Structure
15'
h �
Is the structure within 2 feet of minimum setbacks? (If yes, add surveying condition FND.)
Rev. 04/17
Landscaping
Required
Provided
Total Coverage
25%
5-�7 el
Front Yard
100%
Side/Rear adj. to street
100%
Minimum Lot Width: 25' (street frontage) and 40' (at setback)
Architectural review considerations (per ODP):
❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum
architectural treatments on side fagade facing ROW or open space as front facades.
❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across
the street shall have the same front setback.
❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed
elevation. There shall not be two garage -dominant models constructed on adjacent lots.
❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches,
decks patios, and balconies may extend or project into a setback a maximum of thirty inches.
❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4'
high) on either side of the home of decorative wainscoting.
❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in
a manner similar to and compatible with the primary structure
Driveway review considerations:
❑ Driveways cannot exceed 24' in width.
Landscaping requirements:
❑ Minimum landscaped coverage is 25%
❑ The front yard must be 100% landscaped
❑ Side or rear lots fronting a public street must be 100% landscaped
❑ �, be[sc1, following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree
or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation,
sod and an automatic sprinkler system.
City of
k VVI bat ,Ldgc
�� PUBLIC WORKS
City of Wheat Ridge Municipal Building 7500 W. 29'h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857
PUBLIC WORKS DEVELOPMENT REVIEW FEES
Date: L 4 `a
Location of Construction: CA:_,
Purpose of Construction: S ► wc� n_WL"., 1, b � CAl.1u—Q
Single Family
Commercial
Development Review Processing Fee:. ............................................... $100.00
(Required of all projects for document processing)
Multi -Family
$
Single Family Residence/Duplex Review Fee: .....................................
$50.00
$ Sdo
O c,z
Commercial/Muld-Family Review Fees:
• Review of existing or minimal technical documents: ........................
$200.00
$
• Initial review' of technical civil engineering documents
(Fee includes reviews of the 1" and 2nd submittals): ..........................
$600.00
$
• Traffic Impact Study Review Fee:
(Fee includes reviews of the I" and 2nd submittals): ..........................
$500.00
$
• Trip Generation Study Review Fee: ..................................................
$200.00
$
• O & M Manual Review & SMA Recording Fee ................................
$100.00
$
' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have
not 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:
3rd submittal (% initial review fee): .................................................... $300.00 $
4"' submittal (full initial review fee) :................................................. $600.00 $
All subsequent submittals: ................................................................. $600.00 $
(Full initial review fee)
TOTAL. REVIEW FEES (due at time of Building Permit issuance):
PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING
AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC
RIGHT-OF-WAY.
www.ci.wheatridge.co.us
Rev 12/12
City (4,
heat idol'
]puljllc WofZKS
City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857
NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION
DATED: t ADDRESS: _ S ZZ 5 L
Dear Contractor:
In conjunction with the approval of the building permit 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 a Certificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct an 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 Review Engineer
CC: File
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City of
Whleat r�,iAe
CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929
Proof of Submission for Permitting/ Plan Review
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.
Date:
Project Address: JJ
6W (_
Name of Firm/ Individual submitting documents: ►
Project Type/ Description: _,fit' 1
n
Signature of Firm Representative or Individual: f L�
- FOR AGENCY
✓1//j'J,-11 d✓( , 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.
Agency represented: (Please check one)
o West Metro Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
o Consolidated Mutual Water District
alley Water District
o Denver Water
Agency Notes:
o Wheat Rdge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
o Westridge Sanitation District
o Other
Signature!%v Date:
(Agency Representative)
200 1 q 0 1 (005000
PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001
To Whom it May Concern:
CLEAR CREEK VALLEY
111W.111 ► 1 Dm;Dmil ► 11 : OIN110 0119TLM
(A QUASI MUNCIPALITY)
December 2, 2016
Re: 5225 Pierson Court
Please be advised that Clear Creek Valley Sanitation District will provide sanitary
sewer service to the above property located in the District. Developer must satisfactorily
meet all the requirements of the Wastewater Line Extension Agreement, have the
approval of the District's Engineer and meet the entire District's Rules & Regulations. You
will also need to verify the elevation of the main sewer line to determine if gravity flow is
available or if a private lift station will be required.
The sewer tap permit fees must be paid prior to the connection to the District's main line.
The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm.
Phone: 303-424-4194.
Sincerely,
it7l
' fit/
Fonda Wilhelm
Office Manager
WHEN RECORDED RETURN TO:
Remington Homes of Colorado, Inc.
Attn: Regan Hauptman, 5740 Olde
Wadsworth Boulevard
Arvada, CO 80002
File Number: NCS -755608 -CO
2016018378 2/2612016 4:44 PM
PGS 3 $21.00 DF $120.00
Electronically Recorded Jefferson County, CO
Faye Griffin. Clerk and Recorder TD1000 Y
SPECIAL WARRANTY DEED
A )1 F,
4 -4•
i
THIS DEED, Made this February � 2016, between Touchstone Holdings, Inc. a corporation duly organized
and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of
Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde
Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee:
WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS
($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and
conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs,
successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in
the County of Jefferson, State of Colorado, described as follows:
All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015
at Reception No. 2015098618,
County of Jefferson,
State of Colorado.
also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO
TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise
appertaining, and the reversion and reversions, remainder and remainders, rents, Issues, and profits thereof, and
all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and
to the above bargained premises, with the hereditaments and appurtenances.
TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the
grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does
covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the
quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons
claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year
and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as
described on Exhibit A attached hereto and incorporated herein by reference.
The singular number shall include the plural, the plural the singular, and the use of any gender shall be
applicable to all genders.
Doc Fee: $120.00
Page 1 of 3
IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its
President, the day and year first above written.
Touchstone Holdings, Inc., a Colorado
corporation
By:
Name: Robert R. Short
Title: President
state of Colorado )
��1 U t�
County of )ss)
The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short,
the President of Touchstone Holdings, Inc.
Witness my hand and official seal._
My commission expires: `� `,Si—/6 L
JANET S JACKSON
NOTARY PUBLIC
STATE OF COLORADO
NOTARY ID 19954006248
MY COMMISSION EXPIRES MAY 08, 2019
Notary Public
Page 2 of 3
EXHIBIT A
PERMITTED EXCEPTIONS
1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable
2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley
Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at
Page 592.
3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear
Creek Valley Water and Sanitation District, as evidenced by instrument recorded
November 4, 2004 at Reception No. F2122814.
4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception
No. 2006091462.
5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge
Estates Outline Development Plan, recorded September 25, 2006 at Reception No.
2006116329.
6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge
Estates Final Development Plan, recorded January 15, 2008 at Reception No.
2008004604.
7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of
Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No.
2015098618.
8. Terms, conditions, provisions, obligations and agreements as set forth in the
Development Covenant Agreement recorded September 16, 2015 at Reception No,
2015098619.
9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the
Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception
No.2015098799.
Page 3 of 3
2016018379 2/26/2016 4:44 PM
PGS 9 $61.00 DF $0.00
Electronically Recorded Jefferson County, CO
Faye Griffin. Clerk and Recorder TD1000 N
After recording, return to:
Otten Johnson Robinson Neff & Ragonetti PC
950 17th Street, Suite 1600
Denver, Colorado 80202
Attn: J. Thomas Macdonald, Esq.
DEED OF TRUST
THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"),
between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"),
whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado
80002; and the Public Trustee of the County in which the Property (see § 1) is situated
("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation
("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403.
Borrower and Tender covenant and agree as follows:
1. Property in Trust. Borrower, in consideration of the indebtedness herein recited
and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the
following legally described property located in the County of Jefferson, State of Colorado:
Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado,
together with all its appurtenances (the "Property").
Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together,
the "Lots").
Note: Other Obligations Secured. This Deed of Trust is given to secure to
Lender:
(a) the repaytnent of the indebtedness evidenced by the Promissory Note
dated February 26, 2016 (the "Note") i11 the principal sum of One Million and 00/100 Dollars
(U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of
(a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the
rate of four percent (4%) per annum. Interest only payments shall be due and payable
commencing on the last day of September 2016 and shall continue thereafter quarterly on the last
day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207,
Golden, Colorado 80403 or such other place as Lender may designate. Such interest only
payments shall continue until the entire indebtedness evidenced by said Note is fully paid;
however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon
shall be due and payable on the last day of February 2019; and Borrower has the right to prepay
the principal amount outstanding under said Note, in whole or in part, at any time without
penalty;
NC'S- '11AINY-01)
1353913.2
(b) the payment of all other sums, with interest thereon at four percent (4%)
per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of
this Deed of Trust; and
(c) the performance of the covenants and agreements of Borrower herein
contained.
3. Title. Borrower covenants that Borrower owns and has the right to grant and
convey the Property, and warrants title to the same, subject to general real estate taxes for the
current year, easements of record or in existence, recorded declarations, restrictions, reservations
and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6
below).
4. Payment under the Note. Borrower shall promptly pay when due the principal of
and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's
covenants covenants contained in the Note.
5. Application of Payments. All payments received by Lender under the terms
hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8
(Protection of Lender's Security), and the balance in accordance with the terms and conditions of
the Note.
6. Prior Mortgages and Deeds of Trust; Charges; Liens.
(a) Development Deed of Trust. Lender, by its acceptance of this Deed of
Trust, acknowledges that Borrower will obtain a development loan for the construction costs of
the single family homes on the Property (the "Development Loan') from a bank or other
institutional lender selected by Borrower (the "Development Lender") and secured by a first
deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby
agrees to execute and deliver to Borrower and Development Lender a subordination agreement
subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the
Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the
subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform
all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to
modify any terms or conditions of the Development Loan, or obtain any additional advances or
readvances of the Development Loan without Lender's prior written consent.
(b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other
charges, fines and impositions attributable to the Property, which may have or attain a priority over
this Deed of Trust by Borrower making payment when due, directly to the payee thereof.
Despite the foregoing, Borrower shall not be required to make payments otherwise required by
this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or
defend enforcement of such obligation in., legal proceedings which operate to prevent the
enforcement of the obligation or forfeiture of the Property or any part thereof, only upon
Borrower making all such contested payments and other payments as ordered by the court to the
registry of the court in which such proceedings are filed.
2
1353913.1
7. Preservation and Maintenance of Property. Borrower shall keep the Property in
good repair and shall not commit waste or permit impairment or deterioration of the Property.
Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws,
rules, or other documents governing the use, ownership or occupancy of the Property.
8. Protection of Lender's Security. If Borrower fails to perform the covenants and
agreements contained in this Deed of Trust, or if a default occurs under the Development Loan
or any prior lien, or if any action or proceeding is commenced which materially affects Lender's
interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by
law, may make such appearances, disburse such sums and take such action as is necessary to
protect Lender's interest, including, but not limited to:
(a) any general or special taxes or ditch or water assessments levied or accruing
against the Property;
(b) the premiums on any insurance necessary to protect any improvements
comprising a part of the Property;
(c) stuns due under the Development Loan or on any prior lien or encumbrance on
the Property;
(d) if the Property is subject to a lease, all sums due under such lease;
(e) the reasonable costs and expenses of defending, protecting, and maintaining the
Property and Lender's interest in the Property, including repair and maintenance costs and
expenses, costs and expenses of protecting and securing the Property, receiver's fees and
expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs
of an attorney in the employment of Lender or holder of the certificate of purchase;
(f) all other costs and expenses allowable by the evidence of debt or this Deed of
Trust; and
(g) such other costs and expenses which may be authorized by a court of competent
jurisdiction.
Borrower hereby assigns to Lender any right Borrower may have under the Development
Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any
default under said Development Loan or prior encumbrance.
Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall
become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall
be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may
bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other
Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or
take any action hereunder.
9. Condemnation. The proceeds of any award or claim for damages, direct or
consequential, in connection with any condemnation or other taking of the Property, or part
1353913.2
thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to
Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with
respect to such proceeds are subject to the rights of any holder of a prior deed of trust.
In the event of a total taking of the Property, the proceeds remaining after taking out any
park of the award due any prior lien holder (net award) shall be applied to the sums secured by
this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of
the Property, the proceeds remaining after taking out any part of the award due any prior lien
holder (net award) shall be divided between Lender and Borrower, in the same ratio as the
amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to
Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in
the Property means the fair market value of the Property less the amount of sums secured by both
this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the
value immediately prior to the date of taking.
If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that
the condemnor offers to make an award or settle a claim for damages, Borrower fails to respond
to Lender within thirty (30) days after the date such notice is given, Lender is authorized to
collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property
or to the sums secured by this Deed of Trust.
10. Borrower not Released. Extension of the time for payment or modification of
amortization of the sums secured by this Deed of Trust granted by Lender to any successor in
interest of Borrower shall not operate to release, in any manner, the liability of the original
Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust.
Lender shall not be required to commence proceedings against such successor or refuse to extend
time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by
reason of any demand made by the original Borrower nor Borrower's successors in interest.
11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising
any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude
the exercise of any such right or remedy.
12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust
is distinct from and cumulative to all other rights or remedies under the Note and this Deed of
Trust or afforded by law or equity, and may be exercised concurrently, independently or
successively.
13. Successors and Assigns Bound; Joint and Several Liability; Captions. The
covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the
respective successors and assigns of Lender and Borrower, subject to the provisions of § 22
(Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint
and several. The captions and headings of the sections in this Deed of Trust are for convenience
only and are not to be used to interpret or define the provisions hereof.
14. Notice. Except for any notice required by law to be given in another manner, (a)
any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given
4
13539131
and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail,
addressed to Borrower at Borrower's address stated herein or at such other address as Borrower
may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in
writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice
by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may
designate by notice to Borrower as provided herein. Any notice provided for in this Deed of
Trust shall be deemed to have been given to Borrower or Lender when given in any manner
designated herein.
15. Governing Law, Severability. The Note and this Deed of Trust shall be governed
by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the
Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust
or the Note which can be given effect without the conflicting provision, and to this end the
provisions of the Deed of Trust and Note are declared to be severable.
16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer
of the Property; Assumption), upon Borrower's breach of any covenant or agreement of
Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's
option, all of the sums secured by this Deed of Trust shall be immediately due and payable
(Acceleration). To exercise this option, Lender may invoke the power of sale and any other
remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses
incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to,
reasonable attorney's fees.
If Lender invokes the power of sale, Lender shall give written notice to Trustee of such
election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law.
Trustee shall record a copy of such notice and shall cause publication of the legal notice as
required by law in a legal newspaper of general circulation in each county in which the Property
is situated, and shall mail copies of such notice of sale to Borrower and other persons as
prescribed by law. After the lapse of such time as may be required by law, Trustee, without
demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the
time and place (which may be on the Property or any part thereof as permitted by law) in one or
more parcels as Trustee may think best and in such order as Trustee may determine. Lender or
Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the
purchaser at any such sale to see to the application of the purchase money.
Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable
costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's
fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess,
if any, to the person or persons legally entitled thereto.
17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for
nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the
owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all
delinquent principal and interest payments due as of the date of cure, costs, expenses, late
charges, attorney's fees and other fees all in the manner provided by law. Upon such payment,
1353913.2
this Deed of Trust and the obligations secured hereby shall remain in full force and effect as
though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued.
18. Appointment of Receiver; Lender in Possession. Lender or the holder of the
Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration
under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the
time covered by foreclosure proceedings and the period of redemption, if any; and shall be
entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or
of the then owner of the Property, and without regard to the value thereof. Such receiver may be
appointed by any Court of competent jurisdiction upon ex parte application and without notice;
notice being hereby expressly waived.
Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or
abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver,
shall be entitled to enter upon, take possession of and manage the Property and to collect the
rents of the Property including those past due. All rents collected by Lender or the receiver shall
be applied, first to payment of the costs of preservation and management of the Property, second
to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and
the receiver shall be liable to account only for those rents actually received.
19. Release.
(a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender
shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note.
Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender
shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14
(Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument
bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust.
(b) Partial Releases. At each closing of the construction loan for the construction of a
house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the
lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender
Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot;
(ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release
of the Released Lot and the notice specifies the Released Lot that shall be released; and
(iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's
request for such release, or at the time the Released Lot is to be released, there exists a default
under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are
met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the
Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with
the partial release.
20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any
other exemption in the Property under state or federal law presently existing or hereafter enacted.
21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by
Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone
6
1353913.2
and cable) including the costs of permits, fees, demolition, relocation and installation ("Dry
Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender
shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of
this § 21 shall include any costs associated with the conversion from old to new dry utilities that
exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not
include separate trenching costs for phone and cable other than the costs included under the joint
trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry
Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up
information supporting those costs, and the amount by which the Dry Utility Costs exceeds
Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility
Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation
from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent
Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender
has made any Utility Reimbursement and there is subsequently a reimbursement by the utility
company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in
proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs.
22. Transfer of the Property; Assumption. The following events shall be referred to
herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or
equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract
or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property
(or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the
Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution
of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of
the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower,
and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien
or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each
and every Transfer:
(a) All sums secured by this Deed of Trust shall become immediately due and
payable (Acceleration).
(b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to
this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of
Borrower under this Deed of Trust including all sums secured hereby whether or not the
instrument evidencing such conveyance, contract or grant expressly so provides. This covenant
shall run with the Property and remain in full force and effect until said sums are paid in full or
Borrower's obligations are otherwise fulfilled completely. Lender may without notice to
Borrower deal with Transferee in the same manner as with Borrower with reference to said sums
without in any way altering or discharging Borrower's liability hereunder for the obligations
hereby secured.
(c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then,
subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment
subsequent to any of such events, whether or not Lender had actual or constructive notice of such
Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender
be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement
t353913.z
showing the status of the loan, whether or not Lender had actual or constructive notice of such
Transfer, shall not be a waiver or estoppel of Lender's said rights.
23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this
Deed of Trust.
[Remainder ofpage intentionally left blank. Signature page follows.]
1353913.2
EXECUTED BY BORROWER.
REMINTGTON HOME OF COLORADO, INC., a
Colorado corporatio
By:
Title:
STATE OF COLORADO §
COUNTY 0174A.-`
The for oing instr-urient was acknowledged before me this 26th day of February, 2016,
by of REMINGTON HOMES
OF COLORADO, C., a Colorado corporation, on behalf of said corporation.
Witness my hand and official seal.
SHANNON, RIlCH My commission r
Notayfiublk expires: c.1�-xn
State of Colorado
Notary 10 20064037048
My Commission Expires Sep 23, ]21017 _
Notary Public
9
1353913.2
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ENERGY STAR V3 Home Report
Property Organization
Remington Homes EnergyLogic
5225 Pierson Ct Peter Oberhammer
Wheat Ridge, CO 80033
Builder
725 FB - Wheat Ridge - Remington Remington Homes
725 FB - Wheat Ridge - Remington
Mandatory Requirements
Inspection Status
Results are projected
✓ Duct leakage at post construction better than or equal to ENERGY
STAR v3/3.1 requirements.
✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1
requirements.
✓ Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for
Climate Zones 4 and above.
✓ Envelope insulation achieves RESNET Grade I installation, or Grade II
with insulated sheathing.
✓ Windows meet the 2009 IECC Requirements - Table 402.1.1,
✓ Duct insulation meets the EPA minimum requirements of R-6.
✓ Mechanical ventilation system is installed in the home.
✓ ENERGY STAR Checklists fully verified and complete.
QnergyLogic
analYvif., inviy df 1, anus •. v.
HERS Index Target
Reference Home HERS 74
SAF (Size Adjustment Factor) 0.90
SAF Adjusted HERS Target 66
As Designed Home HERS 59
As Designed Home HERS w/o PV 59
Normalized, Modified End -Use Loads
(MBtu / year)
ENERGY STAR As Designed
Heating
41.2
29.9
Cooling
7.1
6.0
Water Heating
10.7
8.2
Lights and Appliances
27.4
24.9
Total
86.3
69.0
This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified
Home under Version 3.0
Pollution Prevented Energy Cost Savings $/yr
Type of Emissions Reducgon Heating 180
Carbon Dioxide (CO2) - tons/yr 2.2 Cooling 13
Water Heating 33
Lights & Appliances 87
Generation Savings 0
Total 314
The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0
Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program
Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the
ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence
of mechanical systems may have been changed prior to calculating loads
Ekotrope RATER -Version 2.2.0.1831
This information does not cons ttute a warranty or qua ran tee of home energy performance
IECC 2012 Performance Compliance
(DnergyLogic
Property
Organization
unnlysl. nsignl ans-.r.
Remington Homes
EnergyLogic
5225 Pierson Ct
Peter Oberhammer
Inspection Status
Wheat Ridge, CO 80033
Results are projected
Builder
725 FB - Wheat Ridge - Remington
Remington Homes
725 FB - Wheat Ridge - Remington
Annual Energy Cast
Design
IECC 2012
As Designed
Performance
Heating
$637
$519
Cooling
$134
$136
Water Heating
$154
$154
SuhTotal - Used to determine compliance
$925
$809
Lights & Appliances
$796
$783
Onsite generation
$0
$0
Total
$1,721
$1,592
405.3
402.4.1.2
402.5
Performance-based compliance
Air Leakage Testing
Area -weighted average fenestration
passes by 12 5%
SHGC
403.2.2
404
402.5
Area -weighted average fenestration
duct Testing
Lighting Equipment Efficiency
U -Factor
Mandatory Checklist
P2
Design exceeds requirements for IECC 2012 Performance compliance by 12.5%.
Name: Peter Oberhammer
Organization: EnergyLogic
Signature: Jz.'
Date: Jan 03, 2018
Ekotrope RATER -Version 2.2.0.1831
IECC 2012 Performance compliance results calculated using Ekotrope's enerqy alclonth m, which is a RESNETAccredited HERS Ratinct Tool.
Building Summary
Property
Organization
Remington Hames
EnergyLogic
5225 Pierson Ct
PeterOberhammer
Wheat Ridge , CO 80033
'Builder
725 FB - Wheat Ridge- Remington
Remington Homes
725 FB - Wheat Ridge - Remington
eneral Building Information
mber Of Bedrooms
3
mber Of Floors
2
nditioned Floor Area [sq. ft.]
3,320
conditioned, attached garage?
[Residence
Yes
nditioned Volume [cu. ft.]
32,139
mber Of Units
t
Type
Single family detached
del
725 FB - Wheat Ridge
mmunity
Wheat Ridge
Inspection Status
Results are projected
Basement Wall
F v �
Lame Library Type Height Above Grade Depth Below Grade
Bsm1JGarage Un R-19 Draped Full
BsmtfGround Unfnis R-19 Draped Full
Basement Wall Library Lisi- ., _
µ Name Feet From Wali Top To Insu
R-19 Draped Full NIA NIA Yes 19
1 7
nergyLogic
anolY�ls. Insig�i. an�r �r�.
Perimeter Location Enclosing
37.2 Exposed Exterior Conditioned Space
1 7 124.3 Exposed Exterior Conditioned Space
Top To Insulation
Bottom
Is Fully Insulated
Bsmt Uninsulated 162 Below Grade 1.23 0 1,096.0 sq. R. Exposed Exterior Conditioned
Space
Uninsulated Wood Frame f Other
1
Building Summary
QnergyLagic
Property Organization °"°'"'`
Remington Homes EnergyLogic
5225 Pierson Ct Peter Oberhammer
Wheat Ridge , CO 80033 Inspection Status
Builder Results are projected
725 FB - Wheat Ridge- Remington Remington domes
725 FB - Wheat Ridge - Remington
Framed Floor
Name Library Type
Carpet R
Floor Grade
Surface Area Location
Cantilever 12" R5016"OC BF G1
1.23
Above Grade
12.0 sq. ft Exposed Exterior
Exterior cant
2x6 R23 15' OC BF G1
Medium
Garage 12" R5016"OC BF G1
1.23
Above Grade
429.7 sq. ft Unconditioned, attached
Exterior cant
623.5 sq. ft.
Exposed Exterior
garage
Framed Floor Library List
Name
R
12" R50 16"OC 8F G1 Exterior
46.08006
cant
Rim Joist
Name
Library Type
Surface Area
Location
Ambient
R 19.0
223.5 sq. ft
Exposed Exterior
Garage
R 19.0
372 sq. ft
Unconditioned, attached garage
Wire Dist Library Lisi
Name
R._
R 190
19
Name
Back 2x6 2x6 R23 18" OC BF G1
Surface Color Surface
Medium 761.5 sq. ft. Exposed Exterior
Front 2x6
2x6 R23 16" OC BF G1
Medium
529.0 s9. ft.
Exposed Exterior
Garage 2x6
2x6 R23 15' OC BF G1
Medium
334.5 sq. ft
Unconditioned, attached garage
Left 2x6
2x6 R23 16" OC BF G
Medium
623.5 sq. ft.
Exposed Exterior
2
Building Summary
Library Type Wall Assignment
Basement Wall Overhang Depth
Assignment
Overhang Ft To
Top
Overhang Ft To
Bottom
Orientation
Surface Area
nerg'yliogic
Property
Organization
— -
o"<na..
Remington Homes
EnergyLogic
West
235.5 sq. ft.
5225 Pierson Ct
PeterOberhammer
Ssmt/Ground
Unfints
Wheat Ridge , CO 80033
4
Inspection Status
West
40.0 sq. It.
Builder
Results are projected
Front 2x6
725 FB - Wheat Ridge - Remington
Remington Homes
0
0
725 FB - Wheat Ridge - Remington
123 8 sq- It
Left 2x6
.301.30
Name
Library Type
Surtace Color
Surface Area Location
Right 2x6 2x6 R23 16" OC BF G1
South
42.5 sq. If
Medium
521.5 sq_ fi. Exposed Exterior
SsmVGround
Unfinis
0
0
0
South
Wall Libra., List
Right 2x6
.301.30
Right 2x6
Name
R
0
2x6 82316" OC BF G1
53.5 sq. R
18.49835
J
Name
Library Type Wall Assignment
Basement Wall Overhang Depth
Assignment
Overhang Ft To
Top
Overhang Ft To
Bottom
Orientation
Surface Area
Back 2x6---
.301.30
Back 2x6
— -
0
0
0
West
235.5 sq. ft.
Back bsmt
.301.30
Ssmt/Ground
Unfints
4
0
West
40.0 sq. It.
Front 2x6
.30/.30
Front 2x6
0
0
0
East
123 8 sq- It
Left 2x6
.301.30
Left 2x6
0
0
0
South
42.5 sq. If
Left bsmt
.301 .30
SsmVGround
Unfinis
0
0
0
South
40.0 sq. ft
Right 2x6
.301.30
Right 2x6
0
0
North
53.5 sq. R
Glazing Library List
Name
301.30
43
R
3.33333
Skylight
None Present
I
3
Property
Remington Homes
5225 Pierson Ct
Wheat Ridge. CO 80033
725 FB - Wheat Ridge - Remington
725 FB - Wheat Ridge - Remington
Skylight Library List..
Organization
EnergyLogiC
Peter Oberhammer
Inspection Status
Builder Results are projected
Remington Homes
ent
nergyLogic
anolyai s. In sipAl. ¢nsrar a.
Mame Library Type Wall Assignment Basement Wall Emittance Solar Surface Color Surface Area LoCatiOr
Assignment Absorptance
Front 2x6 Insulated Door 6.6 Front 2x6 09 0,75 Medium 24.0 sq. ft Exposed Exterior
Garage R 5 Garage Entry Garage 2x6 09 0.75 Medium 20.0 sq. ft Exposed Exterior
Opaque Door Library List
Name R .,
Insulated Door 6.6 6.66667
R 5 Garage Entry 5
Roof Insulation
Name Library Type Roof -Deck Area [scl.ft.] Clay or Concrete Roof
Tales
flat R-50 BF 24"oc 1,537 No
Surface Color Surface Area Location
Roof Insulation Library List.
Name Has Radiant Barrier R
R-50 BF 24"oc No 5068123
Dark 1,537.0 sq- ft. Attic
Whole House Infiltration
:�lidrfrYe._
Infiltration Measurement Type Shelter Class
3ACH at 50 Pa Blower --door tested 4
4
Building Summary
Property
Remington Homes
5225 Pierson Ct
Wheat Ridge , CO 80033
725 FB - Wheat Ridge- Remington
725 F6 - Wheat Ridge - Remington
Mechanical Ventilation
Ventilation Type Ventilation Rate [Cubic Feet
,Mmute 3
Exhaust Only 64
Lighting
% Interior Efficient Exterior Effi
Lighting
Onsite Generation
Organization
EnergyLoglc
Peter Oberharnmer
Builder
Remington Homes
energyLogic
...lists,
Inspection Status
Results are projected
per day Fan Watts Runs once every three Energy Recovery Percent
hours
24 15 Yes
0 0
None Present
Onsite Generation Library List
None Present
Solar Generation
None Present
Solar Generation Library List
None Present
5
Building Summary
QnergyLogic
Property
Organization u
Remington Homes
EnergyLogic
5225 Pherson Ct
Peter Oberhammer
Wheat Ridge , CO 80033
inspection Status
Name Library Type
Builder Results are projected
725 FB - Wheat Ridge - Remington
Remington Homes
725 FB - Wheat Ridge - Remington
0%
'10,
� nditioning Equipment
Fuel Type
Natural las
Distribution Type
Hydropic Delivery
Hot Water Efficiency
0-62 Energy Factor
Tank Capacity (gal.)
Name Library Type
Heating Percent Load
Cooling Percent Load
Hot Water Percent Load
Air conditioner (3) 13SEER/42STU 3.5 ton
0%
100°,
0%
Fuel -tired air 82.1 AFUE / 100K
100%
0%
0%
distribution (1)
Water Heating (2) wr32 EF 176 RE 150g
0%
0%
100%
Equipment Type: 13SEERf42BTU 3.5 ton
Fuel Type Electric
Distribution Type Forced Air
Motor Type Single Speed (PSC)
Cooling Efficiency 13 SEER
Cooling Capacity [kBtu/h] 42
P, Equipment ype: 92.1 'A OK
Fuel Type Natural Gas
Distribution Type Forced Air
Motor Type Single Speed (PSC)
Heating Efficiency 92.1 AFUE
Heating Capacity [kBtulh] 92
Use default EAE No
EAE [kWh] 878
• .Equipment Type: w62 EF 176 RE l 501g
Fuel Type
Natural las
Distribution Type
Hydropic Delivery
Hot Water Efficiency
0-62 Energy Factor
Tank Capacity (gal.)
50
Hot Water Capacity [kBtufh]
40
Recovery Efficiency
076
M
Building Summary
Property
Remington Homes
5225 Pierson Ct
Wheat Ridge . 00 80033
725 F B - Wheat Ridge - Remington
725 FB - Wheat Ridge - Remington
tribution System
Distribution Type
Heating Equipment
Cooling Equipment
Sq. Feet Served
# Return Grilles
Supply Duct R Value
Return Duct R Value
Supply Duct Area [sq. ft.]
Return Duct Area [sq. ff-]
Duct Leakage to Outdoors (CFMI25)
Total Leakage [CFM @ 25Pal
Total Leakage Duct Test Conditions
Use Default Flow Rate
Duct 1
Duct Location
Percent Supply Area
Percent Return Area
Duct 2
Duct Location
Percent Supply Area
Percent Return Area
Duct 3
Duct Location
Percent Supply Area
Percent Return Area
Duct 4
Duct Location
Percent Supply Area
Percent Return Area
Duct 5
Duct Location
Percent Supply Area
Percent Return Area
Duct 6
Duct Location
Percent Supply Area
Percent Return Area
Ceiling Fan
Has Ceiling Fan
Cfm Per Waft
ter Distribution`
Water FtntL:de Type
Use Default Hot Water Pipe Length
Hot Water Pipe Length [ft)
At Least R3 Pipe Insulation?
Hot Water Recirculation System?
Drain Water Heat Recovery?
Organization
Energyl-ogic
Peter Oberhammer
Inspection status
Builder Results are projected
Remington Homes
Foraged Air
Fuel -fired air distribution (1)
Air conditioner (3)
3320
4
19
0
896.4
664
30
50
Post -Construction
Yes
Conditioned Space
85
100
Garage
15
0
Conditioned Space
0
0
Conditioned Space
0
0
Conditioned Space
0
0
Conditioned Space
0
0
M
Low -flow
No
75
No
No
No
QnergyLogic
7
i q E
Property
Remington Homes
5225 Pierson Ct
Wheat Ridge , CO 80033
725 F B - Wheat Ridge - Remington
725 FB - Wheat Ridge - Remington
Organization
EnergyLogic
Peter Oberhammer
Inspection Status
Builder Results are projected
Remitxjton Hanes
lothes Dryer
Fuel Type Eiectrlc
Cef 2-61739
Field Utilization Timer Controls
Clothes Masher
Label Energy Rating
487 kV n;'Year
Electric Rafe
-6 081kWh
Annual Gas Cost
$23.00
Gas Rate
$0.69/Theim
Capacity
3-2
Imef
0.80737
Kitchen Appliances
Dishwasher Size
Dishwasher Energy Factor
Range/Oven Fuel
Convection Oven?
Induction Range?
Refrigerator Consumption
Dotes
Standard
0.67
Electric
No
No
500 kWh/Year
nergyLogic
wwalYala, Insiq w.l. ani. +�,
Mil
MiTek'
Re: 725A PC GL
725A PC
MiTek USA, Inc.
7777 Greenback Lane
Suite 109
Citrus Heights, CA, 95610
Telephone 916/676-1900
Fax 916/676-1909
The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision
based on the parameters provided by Alpine Truss -Brighton, CO.
Pages or sheets covered by this seal: R52108639 thru R52108691
My license renewal date for the state of Colorado is October 31, 2019.
a�,Pao tleF2
v° :•''••SO0,N '• sko
O b�
PE -44018
0 • • Q
Ong, Choo Soon
City of
COW heat R ie
MMUNrIY DEVELOPMENT
APPROVED
Reviewed for Code Compliance
Plans t iq0t, Date
WWjkr of oessnit The issuance of o permtr or approval of pions specifications
or4eomputotians sholl not be a permit for, or on approval of, any violation to
awe/ the provisions of the building code or of any Ory ordinances. Permits
resum
ptng to give authority to violate of cancel the provisions of the 8wldkV
WOfs or other ordkvnces of the City shall not be volld.
October 25,2017
IMPORTANT NOTE: Truss Engineer's responsibility is solely for
design of individual trusses based upon design parameters shown
on referenced truss drawings. Parameters have not been verified
as appropriate for any use. Any location identification specified is
for file reference only and has not been used in preparing design.
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.
E `o
U LL
l0 �
2 C
d m
HOLD UP HANGERS o
1"1/4 C2,A1 AND A2
2-0 -00 TRUSSES N
:o C
N 2-0 -00 N U 2
U ILL
y� W
�a
1-o -00O
Al N N o -a � a
M 0 O O
z -o -oo E N U m E
2-00-00 _
q �y Z
=3 0 s o
B4 5) 3(2) 2-00-00-j C) m 0
00 0
q c o
o 0 2-00-00
QL
� rn
c c
N -9
2-00-00 =
-52
N `o v
m
2-00-0000
J J
J, �^
o `
�a
n
O O O O O O O co OJw N
O O O O O O O O O
1-10-08 m `� W
0 0 0 0 0 075
04
G
N N N N N N N
2-00-00 L9 05 o O
C
C N �
- O M
N
2-00-00 L8 = F
d
o2
20 O
y
Cp
2-00-00 N -90 M� 'I
N N
"' a
Q 2-00-00 80.9 zt
m.
2-00-00 0 o
M Ch c m
2-00-00 WE
2-00-00 _ n LL U
EH
P z
2-0 -00 N m 0 2 L W
2-011-00 8 2 W 0
S 1
2-00-00 9 m_
D22-0 cn
-00 _ o E II
Amo �NQLL J
2-00-00 � � �
D11,w)-oo
Lo Ci ti 0
d m >
c �
7 -------------------- ----------z 9i�------ — ---€�
� nN
J3 3) L3 Na?
g 5 V.-.2
C.DJ2(2) C3 $ J a 7 o2 3 -� ~E�, "
6 0 o 0 0 oK1 o o - (� o s oo L9 z o Gym N"
O o 0 0 0 o
�K3(4)Kg o 0 0 < m •�^3 NOLL
'��
��= ^
co -1-2 F. CE3111denC9
Of ■ ° m Y �8
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a
2?
Rage JJ Q m 0
n =� 1.5
CC) l[i In CO ili q' .5 a
ate=
m
m�
3 °
=tom
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD
852108639
725A—PC—GL
Al
GABLE
1
1
except end verticals.
WEBS
2x4 SPF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
5) All plates are 2x4 MT20 unless otherwise indicated.
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:31 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturt0ri-uySZ3LafuXMHwtC IR_rCm2Ce301yEr?jnp021XyPvkE
- -0- 6-9-4 13-3-0 19-0-0 26-1-8
-0-0 6-9-4 6-5-12 5-9-0 7-1-8
6xf
4x6 =
14 13 12 11 10 6.00 12
3x4 II 4x6 = 9 3x4
6x12
6-9-4 11-11-8 i19-0-0 26-1-8
Scale = 1:75.1
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.67
BC 0.37
WB 0.54
Matrix -S
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.09 8-9 >999 360
-0.22 B-9 >746 240
0.06 7 n/a n/a
0.01 8 >999 240
PLATES GRIP
MT20 185/144
Weight: 235 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-11-9 oc purlins,
BOT CHORD
2x4 SPF No.2
3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
4) This truss has been designed for of min roof live load of 16.0 or 1.00 times flat roof load of 30.0 on overhangs
except end verticals.
WEBS
2x4 SPF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
5) All plates are 2x4 MT20 unless otherwise indicated.
3-13,5-8,2-14,2-13: 2x4 HF Stud, 6-7: 2x6 SPF 1650E 1.5E
WEBS
1 Row at midpt 3-9, 4-9, 5-9
OTHERS
2x4 HF Stud *Except*MiTek
8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
recommends that Stabilizers and required cross bracing
will fit between the bottom chord and any other members.
9) Refer to for truss to truss connections.
15-16,17-18,19-20,33-35: 2x4 SPF No.2
girder(s)
be installed during truss erection, in accordance with Stabilizer
Installalign
REACTIONS.
All bearings 11-11-8 except (jt=length) 7=Mechanical.
except (jt=1b) 9=166, 12=197.
guide,
(lb) - Max Horz 14=402(LC 5)
October 25,2017 '..
October
Max Uplift All uplift 100 Ib or less at joint(s) 14, 7, 13, 10 except 9=-166(LC 9),
12=-197(LC 3)
Max Grav All reactions 250 Ib or less at joint(s) 11 except 14=300(LC 1),
9=1658(LC 1), 7=465(LC 1), 13=327(LC 14)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-129/297, 3-4=0/543, 4-5=0/402, 5-6=-615/53, 6-7=-491/148
BOT CHORD 13-14=-447/523, 12-13=-304/253, 11-12=-304/253, 10-11=-304/253, 9-10=304/253,
8-9=-35/428
WEBS 3-9=-434/254, 4-9=-856/0, 5-9=-792/206, 5-8=0/461, 2-13=-418/259
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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.
P0 O L
3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
4) This truss has been designed for of min roof live load of 16.0 or 1.00 times flat roof load of 30.0 on overhangs
Q`
�F2
greater psf psf
�0�; O....... SOO/� •. FO
non -concurrent with other live loads.
:' O2:
5) All plates are 2x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
P E'44018
8) ' This truss has been designed for a live load of 20.Opsf 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.
9) Refer to for truss to truss connections.
�� a �
��
girder(s)
'r�(s
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 7, 13, 10
.... \�
except (jt=1b) 9=166, 12=197.
ON
October 25,2017 '..
October
A WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �g
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 (Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Job
Truss
Truss Type
Qty
Ply
725A PC
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
852108640
725A—PC—GL
A2
Roof Special
6
1
Vert(LL)
-0.15 8-9 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:32 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-M9OxGhbHfgU8Y1 nU?iMRIFInzQZhzEgl?T8cryPvkD
- -0- 6-9-4 13-3-0 19-0-0 26-1-8
-0-0 6-9-4 6-5-12 5-9-0 7-1-8
6xf
5.6 O
11 10 a
5x8 4x6
6x12 6.00 12 3x6
I =
Scale = 1:73.4
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) 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 psf on overhangs
non -concurrent with other live loads.
4) The Fabrication Tolerance at joint 2 = 8% 410 0 LIC
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •�•�•�•
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ••'• SOO •'•. sF
will fit between the bottom chord and any other members. : O N •.
7) Refer to girder(s) for truss to truss connections. r0 02
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
11=168,7=141. ; PE 44018
�0' ON
October 25,2017
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103,2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A ['�'� I.
1�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M�/�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
11-11-8
6-9-4 5-2-4
19-0-0
7-0-8
26-1-8
7-1-6
Plate Offsets MY)— 15:0-1-8.0-2-01,16:0-5-12.0-1-81. [7:0-0-12,0-1-81, f8:0-4-0.0-3-151,
[9:0-6-8 Edge]
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/defl L/d
PLATES GRIP
TCLL
30.0
Plate Grip DOL 1.15
TC 0.78
Vert(LL)
-0.15 8-9 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.66
Vert(TL)
-0.36 8-9 >853 240
TCDL10.0
Rep Stress Incr YES
WB 0.77
Horz(TL)
0.26 7 n/a n/a
BCLL
0.0
Code IRC2012/TP12007
Matrix -R
Wnd(LL)
0.08 8-9 >999 240
Weight: 135 Ib FT = 20%
BCDL
10.0
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc puffins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 SPF No.2'Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
3-10,5-8,2-11,2-10: 2x4 HF Stud, 6-7: 2x6 SPF 165OF 1.5E
8-11-14 oc bracing: 10-11.
WEBS
1 Row at midpt 3-9,5-9
Trecommends that Stabilizers and required cross bracing
[M',el
beinstalledduring truss erection, in accordance with Stabilizer
nstallation uide.
REACTIONS.
(Ib/size) 11=138110-5-8,7=1285/Mechanical
Max Horz 11=402(LC 5)
Max Uplift 11=-168(LC 8), 7=-141(LC 9)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD
2-3=-1517/209, 3-4=-1176/303, 4-5=-1046/298, 5-6=-2723/256, 2-11=-1304/209,
6-7=-1414/266
BOT CHORD
10-11=-4251661,9-10=-179/1123,8-9=-96/2205,7-8=-207/499
WEBS
3-9=-496/276, 4-9=-205/736, 5-9=-1765/267, 5-8=0/1810, 2-10=-3/659,
6-8=0/1602
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) 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 psf on overhangs
non -concurrent with other live loads.
4) The Fabrication Tolerance at joint 2 = 8% 410 0 LIC
5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. •�•�•�•
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ••'• SOO •'•. sF
will fit between the bottom chord and any other members. : O N •.
7) Refer to girder(s) for truss to truss connections. r0 02
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
11=168,7=141. ; PE 44018
�0' ON
October 25,2017
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103,2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A ['�'� I.
1�
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M�/�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
PLATES GRIP
MT20 185/144
Weight: 134 Ib FT = 20
LUMBER-
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
BRACING -
3) Unbalanced snow loads have been considered for this design.
852108641
725A_PC_GL
A3
Roof Special
7
1
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD
2x4 SPF No.2
WEBS
1 Row at midpt 3-10.5-10
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:33 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-rLaJU 1 bvQ8c?9AMgZPtgrTHx6qusimNOE7t9NQyPvkC
-1-0- 5-9-1 13-3-0 20-7-1 23.6-5 26-1-8
-0- 5-9-1 7-5-15 7-4-1 2-11-4 2-7-3
46 =
4
2
12 11 10 10 9 8
3x4 I) 4x6 = 5x10 = 5x8 = 2.4 II
Scale = 1:73.9
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0 *
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.89
BC 0.72
WB 0.49
Matrix -S
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.21 9-10 >999 360
-0.54 9-10 >573 240
0.04 8 n/a n/a
0.03 10-11 >999 240
PLATES GRIP
MT20 185/144
Weight: 134 Ib FT = 20
LUMBER-
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
BRACING -
3) Unbalanced snow loads have been considered for this design.
TOP CHORD
2x4 SPF 1650F 1.5E *Except*
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
6-7: 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
BOT CHORD
2x4 SPF No.2
WEBS
1 Row at midpt 3-10.5-10
WEBS
2x4 HF Stud *Except*
1.8=147,12=168.
MiTek recommends that Stabilizers and required cross bracing
3-10,4-10.5-10: 2x4 SPF No.2
E-44018
be installed during truss erection, in accordance with Stabilizer
REACTIONS.
(Ib/size) 8=1290/Mechanical, 12=1385/0-5-8
Max Horz 12=389(LC 7)
Max Uplift 8=-147(LC 11), 12=-168(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1536/196, 3-4=-1163/276, 4-5=-1157/283, 5-6=-1201/160, 6-7=-1038/107,
2-12=-1331/197, 7-8=-1315/122
BOT CHORD
11-12=-374/444, 10-11=-210/1264, 9-10=-126/1016
WEBS
3-10=-561/294, 4-10=-140/698, 5-10=-455/280, 5-9=-279/117, 6-9=-529/68,
2-11=-22/964, 7-9=-75/1297
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.Opsf 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, with BCDL = 10.Opsf.
Refer to girder(s) for truss to truss connections.
SOO/+j•.tC�7)
•.8)
rif
O�
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
1.8=147,12=168.
E-44018
October 25,2017
A WARN/NG • Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ..
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
�4
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
SPACING- 2-0-0
CSI.
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
DEFL.
in (loc) I/deft Lid
R52108642
725A PC GL
A4
Common
2
1
Vert(LL)
-0.18 8-9 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.77
Job Reference (optional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:34 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEtuzl0ri-JXBihNcXBSksnKxt77PvOgg58ECP RCZATndivsyPvkB
- -0- 13-3-0 19-8-12 26-6-0 27-6- -0-0 6-9-4 6-5-12 6-5-12 6-9-4 -0.
6x6 Q
-. lZ lJ lu 14 10 tl 10 -1f
C_
Scale = 1:73.4
NOTES -
10x12 MT20HS I 3x4 =
9-9-13 16-8-3
9-9-13 6-10-7
5x8 =
26-6-0
9-9-13
Plate Offsets (X Y)- [2:0-1-7.0-1-121, [6:0-1-7.0-1-121, [6:Edge 0-3-8] [9:0-4-0.0-3-41, [11:Edae 0-3-81
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
LOADING (psf)
SPACING- 2-0-0
CSI.
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
DEFL.
in (loc) I/deft Lid
PLATES GRIP
TCLL
30.0
Plate Grip DOL 1.15
TC 0.93
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Vert(LL)
-0.18 8-9 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.77
C)
Vert(TL)
-0.44 8-9 >721 240
MT20HS 139/108
TCDL
10.0
Rep Stress Incr YES
WB 0.55
FsS�ON
Horz(TL)
0.05 8 n/a n/a
BCLL
0.0
Code IRC2012/TP12007
Matrix -R
Wind(LL)
0.03 9-10 >999 240
Weight: 138 Ib FT = 20
BCDL
10.0
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-4-6 oc pudins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 SPF No.2 'Except'
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
5-9,3-10,2-11.6-8: 2x4 HF Stud
WEBS
1 Row at midpt 3-11,5-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS.
(Ib/size) 11=1402/0-5-8, 8=1402/0-5-8
Max Hoa 11=-407(LC 6)
Max Uplift 11=-171(LC 8), 8=-171(LC 9)
Max Grav 11=1421(LC 14), 8=1421(LC 15)
FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-959/266, 3-4=-1381/336, 4-5=-1381/336, 5-6=-959/266, 2-11=-865/272,
6-8=-865/271
BOT CHORD
10.11=-168/1299, 9-10=-28/910, 8-9=-47/1118
WEBS
4-9=-206/711, 5-9=-431/328, 4-10=-206/711, 3-10=-431/328, 3-11=-838/96,
5-8=-838/96
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) 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 psf on overhangs
non -concurrent with other live loads.
NO Lllg
F/jj
4) All plates are MT20 plates unless otherwise indicated.
����.......�
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
�• SO o� • %sFO
V
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
O
02
will fit between the bottom chord and any other members, with BCDL = 10.Opsf.
SO
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
C)
11=171,9=171•
; PE -44018
FsS�ON
October 25,2017
A
, 91 Ridge, � pi WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. "� s i t 1 ,) d
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' �I1jINfx SIV
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - ISGf1/
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
City
Ply725A
PC
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2 TOP CHORD
852108643
725A—PC—GL
A5
2 OVER 3
1
1
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
9-0-11 oc bracing: 33-34
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:35 2017 Page 1
ID: S4VXXKq_apam_nYJxUgElurtOri-nki4vjdAxlsjPU W3ggw8wuNM3dirAi7JhRM GRJyPvkA
-1-0- 13-3-0 26.6-0 2(.-6-
-0- 6-3-0 7-0-0 13-3-0 -0-
fixe
I
4x8 Q
34 33 32 31 29 28 27 26 25 24 23 22 21 20
4x6 = 30 3x4 =
5x6 =
149
Scale = 1:75.1
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.54
BC 0.18
WB 0.34
Matrix -S
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/defl Lid
-0.01 31-32 >999 360
-0.03 32-33 >999 240
0.01 20 n/a n/a
0.00 33 >999 240
PLATES GRIP
MT20 197/144
Weight: 206 lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2 TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 SPF No.2 BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
9-0-11 oc bracing: 33-34
10-0-0 oc bracing: 32-33,31-32.
WEBS
1 Row at midpt 8-31, 9-29.10-28, 11-27
JOINTS
1 Brace at Jl(s): 36, 38
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.
All bearings 14-0-0 except (jt=length) 34=0-3-8.
(lb)
- Max Horz 34=-407(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 34
except 20=-180(LC 7), 31=-147(LC 5), 21=-242(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 21
except 20=336(LC 9), 31=1006(LC 14), 34=728(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-654/125, 17-18=-285/190, 2-34=-691/95, 18-20=-323/183
BOT CHORD
33 -34= -428/504,32 -33=-198/532,31-32=-174/573,29-31=-195/263,28-29=-195/263,
27-28=-195/263, 26-27=-195/263, 25-26=-195/263, 24-25=-195/263, 23-24=-195/263,
22-23=-195/263, 21-22=-195/263
WEBS
3 -38= -599/247,37 -38=-573/223,36-37=-637/265,35-36=-682/301,31-35=-662/275,
8-31=-466/92, 2-33=-50/289,18-21=-207/309
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) 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 psf on overhangs
non -concurrent with other live loads.
4) All plates are 2x4 MT20 unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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 Ib uplift at joint(s) 29, 28, 27, 26, 25,
24, 23, 22, 34 except (jt=1b) 20=180, 31=147, 21=242.
Octobor 25,2017
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7477 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .k r -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenbsck'f.ancr;:;, ;.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Swte 109 ' '-
Citrus Hei hts C 95610
Job
Truss
Truss Type
Qty
Ply
25A PC
2x6 - 2 rows staggered at 0-9-0 oc.
to if front back face in the LOAD CASE(S) Ply to
G ; Q N ' 0
02':
2) All loads are considered equally applied all plies, except noted as (F) or (B) section.
6.00 12
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
852108644
Lb
725A_PC_GL
B1
Roof Special Girder
1
q
J
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
.......
ss
�QN.
10x12 MT20HS =
8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8%
Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 152017 MITek Industries, Inc. Wed Oct 25 09:36:38 2017 Pagel
ID:S4VXXKq_apam nYJxUgElurtOri-BJOCXkf2EgFIGyFeMyTrYW_rorX2Nv1100bw2dyPvk7
r 33--00--11 12-10-0 19-4-5 4-59-17 30-6-0
0 5-2 1-0 1
5-8-9
Scale = 1:55.9
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1.8E `Except` TOP CHORD
2-3:2x6 SPF 165OF 1.5E
BOT CHORD 1-1/2" x 7-1/4" VERSA -LAMB 2.0 2800 DF
WEBS 2x4 HF Stud `Except' BOT CHORD
4-17,5-16,10-11: 2x8 SPF 1950F 1.7E, 7-14: 2x6 SPF No.2
8-14: 2x4 SPF 1650F 1.5E, 10-12: 2x6 SPF 210OF 1.8E
REACTIONS. (Ib/size) 1=9950/0-5-8,11=11352/0-5-8
Max Horz 1=191(LC 49)
Max Uplift 1=-1217(LC 10), 11=-1445(LC 11)
Max Grav 1=10211(LC 29), 11=11431(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-25659/3116, 2-4=-25808/3119, 4-5=-24521/3009, 5-6=-29469/3572,
6-7=-18243/2220, 7-8=-18210/2193, 8-9=-24478/3097, 9-10=-24477/3098, 2-3=-367/57,
10-11=-9188/1205
BOT CHORD 1-17=-2793/22314, 16-17=-2743/21818, 15-16=-2862/22943, 14-15=-3214/25989,
13-14=-4482/35956,12-13=-4470/35809,11-12=-190/1384
WEBS 4-17=-289/2757, 5-16=-4181/457, 5-15=-611/5275, 6-15=-772/6865, 6-14=-10055/1399,
7-14=-1763/15043, 8-14=-20708/2692, 8-13=-256/2210, 8-12=-12251/1442,
9-12=-546/246, 10-12=-3130/24708
NOTES -
1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows
Structural wood sheathing directly applied or 5-6-13 oc puffins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 8-10,
2-3.
Rigid ceiling directly applied or 10-0-0 oc bracing.
Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc.
L /G
19 7 20
O PDO
F
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc
Q� ••��SOO ��' sf
2x6 - 2 rows staggered at 0-9-0 oc.
to if front back face in the LOAD CASE(S) Ply to
G ; Q N ' 0
02':
2) All loads are considered equally applied all plies, except noted as (F) or (B) section.
6.00 12
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
U O
3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
i PE -44018
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
-O ' e'Q
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
.......
ss
�QN.
10x12 MT20HS =
8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8%
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
October 25;2017
21
2x4 11
10x12 MT20HS =
402 - 18
6x6
= 4x8 5- 6
8
1
1Ox14 11
22
3x4 II
5
4
u5
2
N
17 16 15 24
14
25 26 27
28 29
13 30
31
12
32 33
34 35 1?
10x16 MT20HS II
10x14 =
3x6 11
10x16 MT20HS
= 8x8
10x14
3x6
3.00 F12-
1 8
2 -025-
12-10-0
L-45
24-9-7
30-6-00.
r
7-8
5
5-5-13-0-12
5-8-9
Plate Offsets (X,Y)—
[1:0-2-3,0-1-10], [2:0-3-8,Edge], [4:0-1-13,0-3-10], [4:0-8-2,2-10-12], [5:0-3-12,0-2-0],
[6:0-4-4,0-1-12], [8:0-4-0,Edge], [10:0-3-12,0-5-0],
[11:Edge,0-7-4],
[12:0-3-8.0-6-81,[14:0-4-0,0-5-121, [15:0-7-3.0-5-01,[17:0-0-15,0-3-101
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.68
Vert(LL)
-0.61 13-14
>595
360
MT20 174/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.98
Vert(TL)
-1.18 13-14
>305
240
MT20HS 139/108
TCDL 10.0
Rep Stress Incr NO
WB 0.97
Horz(TL)
0.35 11
n/a
n/a
BCL2 0.0
Code IRC2012/TP12007
Matrix -S
Wind(LL)
0.35 13-14
>999
240
Weight: 611 Ib FT = 20%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x6 SPF 210OF 1.8E `Except` TOP CHORD
2-3:2x6 SPF 165OF 1.5E
BOT CHORD 1-1/2" x 7-1/4" VERSA -LAMB 2.0 2800 DF
WEBS 2x4 HF Stud `Except' BOT CHORD
4-17,5-16,10-11: 2x8 SPF 1950F 1.7E, 7-14: 2x6 SPF No.2
8-14: 2x4 SPF 1650F 1.5E, 10-12: 2x6 SPF 210OF 1.8E
REACTIONS. (Ib/size) 1=9950/0-5-8,11=11352/0-5-8
Max Horz 1=191(LC 49)
Max Uplift 1=-1217(LC 10), 11=-1445(LC 11)
Max Grav 1=10211(LC 29), 11=11431(LC 28)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-25659/3116, 2-4=-25808/3119, 4-5=-24521/3009, 5-6=-29469/3572,
6-7=-18243/2220, 7-8=-18210/2193, 8-9=-24478/3097, 9-10=-24477/3098, 2-3=-367/57,
10-11=-9188/1205
BOT CHORD 1-17=-2793/22314, 16-17=-2743/21818, 15-16=-2862/22943, 14-15=-3214/25989,
13-14=-4482/35956,12-13=-4470/35809,11-12=-190/1384
WEBS 4-17=-289/2757, 5-16=-4181/457, 5-15=-611/5275, 6-15=-772/6865, 6-14=-10055/1399,
7-14=-1763/15043, 8-14=-20708/2692, 8-13=-256/2210, 8-12=-12251/1442,
9-12=-546/246, 10-12=-3130/24708
NOTES -
1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows
Structural wood sheathing directly applied or 5-6-13 oc puffins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 8-10,
2-3.
Rigid ceiling directly applied or 10-0-0 oc bracing.
Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc.
L /G
Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc.
O PDO
F
Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc
Q� ••��SOO ��' sf
2x6 - 2 rows staggered at 0-9-0 oc.
to if front back face in the LOAD CASE(S) Ply to
G ; Q N ' 0
02':
2) All loads are considered equally applied all plies, except noted as (F) or (B) section.
�O
ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.
U O
3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
i PE -44018
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
-O ' e'Q
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) Provide adequate drainage to prevent water ponding.
.......
ss
�QN.
7) All plates are MT20 plates unless otherwise indicated.
8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8%
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
October 25;2017
inijArl nn n— 9
A WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 1411.7473 rev. 10/03!2015 BEFORE USE. '
Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-59 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
852108644
725A_PC_GL
B1
Roof Special Girder
1
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:38 2017 Page 2
ID:S4VXXKq_apam_nYJxUgElurtOri-BJOCXkf2EgFIGyFeMyTrYW rOrX2Nv110Obw2dyPvk7
NOTES -
10) . This truss has been designed for a live load of 20.Opsf 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.
11) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1217, 11=1445.
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 694 Ib down and 80 Ib up at 0-1-12 on top chord, and 693 Ib down
and 96 Ib up at 3-0-12, 445 Ib down and 85 Ib up at 4-0-12, 1265 Ib down and 161 Ib up at 5-9-8, 1265 Ib down and 161 Ib up at 8-0-12, 1265 Ib down and 161 Ib up at
10-0-12, 1265 Ib down and 161 Ib up at 12-0-12, 1265 Ib down and 161 Ib up at 14-0-12, 1265 Ib down and 161 Ib up at 16-0-12, 12701b down and 167 Ib up at 17-11-4
, 1270 lb down and 167 Ib up at 19-11-4, 1270 Ib down and 167 Ib up at 21-11-4, 1270 Ib down and 167 Ib up at 23-11-4, 1270 lb down and 167 lb up at 25-11-4, and
1270 Ib down and 167 Ib up at 27-11-4, and 1276 Ib down and 160 Ib up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 2-7=-80, 7-8=-80, 8-10=-80, 1-15=-20, 11-15=-20, 2-3=-80
Concentrated Loads (lb)
Vert: 1=-673(F) 15=-1265(F) 17=-693(F) 16=-445(F) 24=-1265(F) 25=-1265(F) 26=-1265(F) 27=-1265(F) 28=-1265(F) 29=-1270(F) 30=-1270(F) 31=-1270(F)
32=-1270(F) 33=-1270(F) 34=-1270(F) 35=-1276(F)
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w ''�'®k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lune
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 -
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108645
725A_PC_GL
B2
Roof Special Girder
1
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.71
Vert(TL)
-0.76
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOrl-7hVzyQhlmlVOVFOOTNWJdx4ELeGkrgL2ri417WyPvk5
,1-0-01 5-9-8 12-10-0 20-8-0 25-5-4 30-6-0
7-0-8 7-10-0 4-9-4 5-0-12
Scale = 1:55.3
5x6 =
4x6
3.00 12
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.50
Vert(LL)
-0.40
10
>903
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.71
Vert(TL)
-0.76
10
>464
240
TCDL 10.0
Rep Stress Incr NO
WB 0.92
Horz(TL)
0.17
8
n/a
n/a
BOLL 0.0
BCLM�ninn
Code IRC2012/TPI
Matrix-S
Wind(LL)
0.25
10
>999
240
Weight: 310 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD
2x6 SPF 210OF 1.8E
TOP CHORD
BOT CHORD
2x6 SPF 210OF 1.8E
WEBS
2x4 HF Stud `Except'
BOT CHORD
5-11,5-9,7-9: 2x4 SPF No.2
WEBS
REACTIONS.
(Ib/size) 8=2668/0-5-8,2=1879/0-5-8
Max Horz 2=182(LC 7)
Max Uplift 8=-470(LC 11), 2=-259(LC 10)
Max Grav 8=2680(LC 27), 2=1879(LC 1)
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-5293/752, 3-4=-3248/480, 4-5=-3246/443, 5-6=-7488/1247, 6-7=-7488/1247,
7-8=-2426/442
BOT CHORD 2-12=-74914627,11-12=-712/4397, 10-11=-1582/10090, 9-10=-1582/10090, 8-9=-65/321
WEBS 3-12=-100/1152, 3-11=-1811/433,4-11=-208/2112,5-11=-7429/1288, 5-10=-42/396,
5-9=-2881/334, 6-9=-508/190, 7-9=-1249/7484
NOTES -
1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 Do.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Structural wood sheathing directly applied or 6-0-0 oc puffins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7.
Rigid ceiling directly applied or 10-0-0 oc bracing.
1 Row at midpt 5-11
Webs connected as follows: 2x4 - 1 row at 0-9-0 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 (8), unless otherwise indicated.
3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
7) Provide adequate drainage to prevent water ponding.
8) This truss has been designed for a 10.0 psf bottom chord live load 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
8=470,2=259.
12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
0L
Octobel,,25, 7
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1,09. _
Job
Truss
Truss Type
Qty
Ply
725A PC
852108645
725A_PC_GL
B2
Roof Special Girder
1
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 2
10: S4VXXKq_apam_nYJxUgEturtOri-7hVzyQhlm IVOVFOOTN WJdx4E LeGkrgL2ri417WyPvk5
NOTES -
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 881 Ib down and 154 Ib up at 23-1-8, 185 Ib down and 57 Ib up at
25-0-12, and 185 Ib down and 57 Ib up at 27-0-12, and 185 Ib down and 57 Ib up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l
Uniform Loads (pit)
Vert: 1-4=-80, 4-5=-80, 5-7=-80, 2-12=-20, 8-12=-20
Concentrated Loads (lb)
Vert: 17=-881(8)18=-185(8)19=-185(8)20=-185(8)
City of
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT@k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
852108646
725A_PC_GL
B3
Roof Special
2
1
1 Row at midpt 4-9
WEBS 2x4 HF Stud
MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0
ob eference o do al
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:41 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-ct3L9m ixXbdl7PzD 151 YA9cJ2c9aP5C4MgafyyPvk4
1-11-0-0
5-9-8 12-10-0 17-9-4 23-0-0
-0-0 5-9-8 7-0-8 4-11-4 5-2-12
Scale = 1:44.8
5x6 =
5x8 II
3.o0 12
8
1d,
d
I¢
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.84
BC 0.76
WB 0.44
Matrix -AS
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.18 9-10 >999 360
-0.45 9-13 >613 240
0.14 8 n/a n/a
0.12 9-10 >999 240
PLATES GRIP
MT20 185/144
Weight: 90 Ib FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2x4 SPF No.2 *Except*
BOT CHORD
Rigid ceiling directly applied.
2-10: 2x6 SPF No.2
WEBS
1 Row at midpt 4-9
WEBS 2x4 HF Stud
MiTek recommends that Stabilizers and required cross bracing
SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 8=1148/Mechanical, 2=1232/0-5-8
Max Horz 2=152(LC 10)
Max Uplift 8=-139(LC 11), 2=-177(LC 10)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-4=-2887/471, 4-5=-1511/207, 5-6=-1469/235, 6-8=-1756/257
BOT CHORD 2-10=-492/2577, 9-10=-473/2478, 8-9=-156/1523
WEBS 4-10=-39/588, 4-9=-1332/386, 5-9=-34/725, 6-9=-464/196
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf 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.�P••e•ee�0 LipF
7) Refer to girder(s) for truss to truss connections. 0 /jj
8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ��' •'� SOO e••e is
capacity of bearing surface. : O ••
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) �O Oe
8=139, 2=177. ; C-
10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum PE -44018
sheetrock be applied directly to the bottom chord.
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall��, .
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'Tel. °_`,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MVS t IC
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
852108647
725A -PC -GL
B4
Roof Special
5
1
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:42 2017 Page 1
I D:S4VXXKq_apam_nYJxUgEturtOri-44djN6iZlvlklZYPboYniM9TJ SwjJrBLIOZ8B PyPvk3
-1-0-0 5-9-8 12-10-0 17-9-4 23-0-0 124-0-0
11-0 00 5-9-8 7-0-8 4-11-4 5-2-12
Scale = 1:43.0
413 =
6x6 11
3.00 12
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.92
Vert(LL)
-0.26
8-10
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.87
Vert(TL)
-0.69
8-10
>400
240
TCDL 10.0
Rep Stress Incr
YES
WB 0.45
Horz(TL)
0.16
8
n/a
n/a
BCLL 0.0
Code IRC2012ITP12007
Matrix -S
Wind(LL)
0.11
10-11
>999
240
Weight: 94 lb FT=20%
BCDL 10.0
LUMBER -
TOP CHORD
2x4 SPF 1650E 1.5E `Except'
5-9: 2x4 SPF No.2
BOT CHORD
2x4 SPF No.2 *Except*
2-11: 2x6 SPF No.2
WEBS
2x4 HF Stud
SLIDER
Left 2x4 HF Stud 3-3-3, Right 2x6 SPF 165OF 1.5E 2-10-12
REACTIONS.
(Ib/size) 2=1234/0-5-8, 8=1224/0-5-8
Max Horz 2=143(LC 10)
Max Uplift 2=-179(LC 10), 8=-160(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown
TOP CHORD 2-4=-3011/478, 4-5=-1493/198, 5-6=-1455/228, 6-8=-1800/260
BOT CHORD 2-11=-490/2592, 10-11=-465/2471, 8-10=-152/1490
BRACING -
TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing.
WEBS 1 Row at midpt 4-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
WEBS 4-11=-49/677,4-10=-1361/401, 5-10=-36/721,6-10=-442/216
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�Pp 0
will fit between the bottom chord and any other members.
7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q� ••'•S0O •'• '
Lid
capacity of bearing surface. G ; O N C
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) .0 �O 0-e
8=160. : 0 0.
's PE -44018
/QNA
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MR
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:43 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-YGB5aSjB3DtaMj7b8W3OFairtsT_2000XgJhjryPvk2
-1-0-0 12-10-0 23-0-0 ,24-0-0
12-10-0 10-2-0
Scale: 1/4"=1'
4x6 =
8x8 % 3x6 % 3.00 12
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
Truss
Truss Type
Qty
Ply
725A PC
LP
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or
852108648
�Job
C_GL
B5
Roof Special Supported Gable
1
1
Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35,
36, 26, 25, 24, 23, 22, 21
Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31,
Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:43 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-YGB5aSjB3DtaMj7b8W3OFairtsT_2000XgJhjryPvk2
-1-0-0 12-10-0 23-0-0 ,24-0-0
12-10-0 10-2-0
Scale: 1/4"=1'
4x6 =
8x8 % 3x6 % 3.00 12
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.10
BC 0.03
WB 0.07
Matrix -R
DEFL. in (loc) I/deft L/d
Vert(LL) 0.00 19 n/r 120
Vert(TL) 0.00 19 Nr 120
Horz(TL) 0.00 19 n/a n/a
PLATES GRIP
MT20 197/144
Weight: 112 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 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
SLIDER Right 2x4 SPF No.2 1-7-3 be installed during truss erection, in accordance with Stabilizer
illation auide.
REACTIONS. All bearings 23-0-0.
(lb) - Max Horz 37=144(LC 7)
Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35,
36, 26, 25, 24, 23, 22, 21
Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31,
32, 34, 35, 36, 26, 25, 24, 23, 22, 21
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) 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 psf on overhangs
non -concurrent with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
Pp 0 LIG,
7) Gable requires continuous bottom chord bearing.
8) Gable at 1-4-0 oc.
��F`•••••••••�/%/
Q
studs spaced
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
.• SOON ••S�0
O
'
02
10) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
ZO
will fit between the bottom chord and any other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 37, 19, 28, 29,
PE -44018
30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21.
12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36,
26, 25, 24, 23, 22, 21.
•.
0<1 .• RC1
FSs�ON
.
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not IP
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTIb
Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - _ __ -
Job
Truss
Truss Type
Qty
Ply725A
PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SPF No.2 except end verticals.
852108649
725A_PC_GL
C1
Scissor Supported Gable
1
1
(lb) - Max Horz 28=-265(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4),
22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9)
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:44 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-OSITnokpgW?R_lioiDaFonEOXGoQnrtemK2EG HyPvkl
r1-0-0 7-6-0 15-0-0 16-0-0
�1-0-0 7-6-0 7-6-0 1-0-0
4x6 =
28 27 17 16
3x4
3x4 11
Scale = 1:47.1
LOADING (psf)
TCLL 30.0
(Roof Snow=3 1
TCDL 10.0
BCLL 0.0
B 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.11
BC 0.09
WB 0.05
Matrix -R
DEFL. in (loc) I/deft L/d
Vert(LL) 0.00 15 n/r 120
Vert(TL) -0.00 14 n/r 120
Horz(TL) 0.00 16 n/a n/a
PLATES GRIP
MT20 197/144
Weight: 74 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 6-0-0 oc pudins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2 irthat Stabilizers and required cross bracing
[MTelecommends
einstalledduring truss erection, in accordance with Stabilizer
nstallation uide.
REACTIONS. All bearings 15-0-0.
(lb) - Max Horz 28=-265(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4),
22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18, 17 except 28=41 O(LC 15),
22=327(LC 9), 27=311(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-28=-299/251
BOT CHORD 27-28=-278/260
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf on overhangs
non -concurrent with other live loads.
5) All plates are 2x4 MT20 unless otherwise indicated.
O L/C�
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).���.•'•
�Pp
tJ ��...�• /j/
sF�
SOO/V •.
8) Gable studs spaced at 1-4-0 oc.
QO O %
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
2
10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
; U iJ ;
will fit between the bottom chord and any other members.
PE -44018
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 23, 24, 25,
26, 21, 20, 19, 18 28=372, 22=136, 27=287, 17=170.
"� •�
except Qt=lb)
12) Beveled or shim required to full bearing surface with truss chord at joint(s) 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17.
•• ��
plate provide
Fss�aN
October 25,2017
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE.
Design valid for use only with -MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component
7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Suite 1.09.
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 5-1-8 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
J
852108650
725A PC GL
C2
Scissor
2
1
Max Uplift 11=-102(LC 8), 7=-76(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1264/185, 3-4=-1083/124, 4-5=-1077/148, 5-6=-1199/128, 2-11=-812/183,
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:45 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-UfJs?81Rbg7lcOH Gw5UK_n8Uf5eVDAn?_000jyPvkO
1-1-0-013-12-12 0 1
7-6-0 10-11-4-7-8
1-0-0 3-10-12 3-7-4 3-5-0 3-8-8
4x6 11
113x4 11 3x4 11
Scale = 1:46.4
LOADING (pst)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012frPI2007
CSI.
TC 0.29
BC 0.28
WB 0.37
Matrix -R
DEFL. in (loc) I/defl L/d
Vert(LL) -0.04 9 >999 360
Vert(TL) -0.09 9-10 >999 240
Horz(TL) 0.10 7 n/a n/a
Wind(LL) 0.03 9 >999 240
PLATES GRIP
MT20 185/144
Weight: 69 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 5-1-8 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 11=812/0-5-8, 7=713/Mechanical
Max Horz 11=257(LC 5)
Max Uplift 11=-102(LC 8), 7=-76(LC 9)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1264/185, 3-4=-1083/124, 4-5=-1077/148, 5-6=-1199/128, 2-11=-812/183,
6-7=-721/116
BOT CHORD 10-11=-282/334, 9-10=-248/1142, 8-9=-41/965
WEBS 4-9=-79/997,2-10=-22/815, 6-8=-16/748
NOTES -
1) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) 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 psf on overhangs
non -concurrent with other live loads.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf 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.
00 L/CF
6) Refer to girder(s) for truss to truss connections.
Q�p
•�...�� /�
tSF4
7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
0� .•'' SOOyy'•.
capacity of bearing surface.
DO 010
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b)
2
11=102.
PE -44018 s
FSS�ON
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall y
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MireF '
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane.
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108651
725A_PC_GL
C3
Common Supported Gable
1
1
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.08
Vert(TL)
0.00
Job Reference (ootionall
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:46 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturt0ri-yrtECT13MBF9DAsAgecjtC KL03UvEkpxDeXLKAyPvk?
-1-0-0 6-3-0 1 12-6-0 13-6-.0
1-0-0 6-3-0 6-3-0 1-0-0
4x6 =
24 23 22 21 20 19 18 17 16 15 14
2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4
3x4 =
3�9
Scale = 1:42.2
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.11
Vert(LL)
0.00
13
n/r
120
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.08
Vert(TL)
0.00
12
n/r
120
7) Gable studs spaced at 1-4-0 oc.�Pp
TCDL 10.0
Rep Stress Incr YES
WB 0.09
Horz(TL)
0.00
14
n/a
n/a
�O
BCLL 0.0
Code IRC2012/TPI2007
Matrix -R
PE -44018
Weight: 72 Ib FT = 20%
BCDBCDL 10.0
ON
October 25,2,017;4`
ttV ,
AWARNING • Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 BEFORE USE.
connectors. This design is based only upon parameters shown, and is for an building component, not
Design valid for use only with MTek® individual
r
t`4/leat''.�jf-Ih
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing
[be installed during truss erection, in accordance with Stabilizer
nstallation guide.
REACTIONS. All bearings 12-6-0.
(lb) - Max Horz 24=-226(LC 6)
Max Uplift All uplift 100 Ib or less at joint(s) 14, 19, 20, 21, 22, 18, 17, 16 except 24=-201 (LC 4),
23=-195(LC 5), 15=-149(LC 9)
Max Grav All reactions 250 Ib or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=288(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-24=-269/190
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf on overhangs
non -concurrent with other live loads.
5) Gable requires continuous bottom chord bearing.
6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
7) Gable studs spaced at 1-4-0 oc.�Pp
0 L JC�
8) This truss has been designed for a 10.0 psf bottom chord live load 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 3-6-0 tall by 2-0-0 wide
�� •••�•. Z O
0 • S0 •
will fit between the bottom chord and any other members.
.sFO
• O
O�
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 19, 20, 21,
�O
22, 18, 17, 16 except Qt=1b) 24=201, 23=195, 15=149.
; U i7 ;
PE -44018
ON
October 25,2,017;4`
ttV ,
AWARNING • Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 BEFORE USE.
connectors. This design is based only upon parameters shown, and is for an building component, not
Design valid for use only with MTek® individual
r
t`4/leat''.�jf-Ih
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
J:N
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
�/� ,rg
MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
.;�
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component
7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Suite 109
Job
Truss
Truss Type
Qty
Ply725A
PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 165OF 1.5E 'Except"
852108652
725A_PC_GL
D1
Half Hip
1
1
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:47 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-Q 1 QcQpmh7 RNOrKRM NL8yPPsinTgGz504S IHuscyPvk_
7-6-0 12-0-0
1-0.0 7-6-0 4-6-0
Scale = 1:22.0
5x8 =
3x4 11
5x6 = Cx4 II 5
3x4 =
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 1.00
BC 0.65
WB 0.47
Matrix -S
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wrid(LL)
in (loc) I/deft L/d
-0.11 2-6 >999 360
-0.25 2-6 >554 240
0.02 5 n/a n/a
0.06 2-6 >999 240
PLATES GRIP
MT20 185/144
Weight: 41 Ib FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF 165OF 1.5E 'Except"
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and
3-4: 2x4 SPF No.2
2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2x4 HF Stud
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 HF Stud
illatiQn guide.
REACTIONS. (Ib/size) 5=576/0-5-8, 2=685/0-5-8
Max Horz 2=133(LC 7)
Max Uplift 5=-107(LC 6), 2=-165(LC 6)
Max Grav 5=591(LC 23), 2=842(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less
except when shown.
TOP CHORD 2-3=-921/125
BOT CHORD 2-6=-118/729, 5-6=-122/719
WEBS 3-6=0/291, 3-5=-851/142
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
5=107, 2=165.
9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord.
IF -A -Rim
7
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �-
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108653
725A_PC_GL
D2
Half Hip
1
1
except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 4-5.
WEBS 2x4 HF Stud
Q L/G,�
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:48 2017 Page 1
I D: S4VXXKq_apa m_nYJx Uq EturtOri-u E_d 9n Ku IVtTU?Zx3fBydPcAt4 N ibO DhyOS 02yPvjz
-1-0-0 4-9-5 9-6-0 12-0-0
1-0.0 4-9-5 4-8-11 2-6-0
Scale = 1:25.5
6x6 =
2x4 11
46 =
3x5 =
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012frPI2007
CSI.
TC 0.38
BC 0.40
WB 0.27
Matrix -R
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft Lid
-0.04 2-7 >999 360
-0.08 2-7 >999 240
0.02 6 n/a n/a
0.02 2-7 >999 240
PLATES GRIP
MT20 185/144
Weight: 461b FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-8-12 oc purlins,
BOT CHORD 2x4 SPF No.2
5) Provide adequate drainage to prevent water ponding.
except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 4-5.
WEBS 2x4 HF Stud
Q L/G,�
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
��.•'• SOO N
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud
2
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 6=576/0-5-8, 2=685/0-5-8
PE -44018
Max Horz 2=166(LC 7)
Max Uplift 6=-109(LC 6), 2=-163(LC 6)
Max Grav 6=598(LC 24), 2=884(LC 24)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1349/182, 3-4=-1064/167
BOT CHORD 2-7=-180/1168, 6-7=-97/401
WEBS 3-7=-434/154, 4-7=-86/728, 4-6=-682/150
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
Q L/G,�
7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
SPO
��•,���
•'•e sf
will fit between the bottom chord and any other members.
��.•'• SOO N
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)
OO O �<
6=109.2=163.
2
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
; U
PE -44018
'/ON
October 25,2017
,& WARNING • Vwffy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108654
725A -PC -GL
D3
Monopitch
3
1
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.38
Vert(TL)
-0.10
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:48 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-uE_d9nKulVITU?Zx3fBydPb3t5kiZhDhyOS02yPvjz
-1-0-05-7-13 11.6-8
1-0-0 5-7.13 5-10-11
3x4 = Scale = 1:28.3
5x10 %
4
46 =3x9 II 3x4 II
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.46
Vert(LL)
-0.04
2-7
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.38
Vert(TL)
-0.10
2-7
>999
240
TCDL 10.0
Rep Stress Incr YES
WB 0.45
Horz(TL)
0.01
9
n/a
n/a
BCLL 0.0
Code IRC2012/TPI2007
Matrix -R
Wind(LL)
0.03
2-7
>999
240
Weight: 47 Ib FT = 20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
OTHERS 2x4 HF Stud
WEDGE
Left: 2x4 HF Stud
REACTIONS. (Ib/size) 2=666/0-5-8, 9=526/0-1-8
Max Horz 2=155(LC 10)
Max Uplift 2=-137(LC 6), 9=-119(LC 10)
Max Grav 2=706(LC 15), 9=631(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1086/99, 3-4=-1089/188
BOT CHORD 2-7=-191/944
WEBS 3-7=-480/199, 4-7=-222/1006, 4-9=-638/121
Structural wood sheathing directly applied or 5-0-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 limes Flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s) 9 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
2=137,9=119.
pD0 L1r;F�
;�•••••�
.••' sooty •sFo
QUO 0
U �•
PE -44018
October 25,2017
,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI -7473 rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109.
Job
Truss
Truss Type
Qty
Ply
725A PC
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108655
725A -PC -GL
J1
Roof Special Girder
1
1
Vert(TL) -0.06 7-8 >999 240
TCDL 10.0
Rep Stress Incr NO
WB 0.39
Horz(TL) 0.02 7 n/a n/a
ob Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEturtOri-NQYMrVoye3dk4ealVmAQ UgylTHPPROuNvcm?wVyPvjy
-1-5-04-4-14 9-0-14
r 1-5-0 4-4-14 4-8-0
Scale= 1:19.3
4.6 II
4
46 =
4-4-14 4-7-6
14
Plate Offsets (X Y)-- [2:0-0-0.0-1-151, [2:0-1-14.0-8-51
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.54
Vert(LL) -0.03 8 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.48
Vert(TL) -0.06 7-8 >999 240
TCDL 10.0
Rep Stress Incr NO
WB 0.39
Horz(TL) 0.02 7 n/a n/a
BCLL 0.0
Code IRC2012frPI2007
Matrix -R
Wind(LL) 0.02 8 >999 240
Weight: 33 Ib FT=20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer
Illation guide.
REACTIONS. (Ib/size) 7=766/0-7-6, 2=593/0-4-9
Max Horz 2=115(LC 26)
Max Uplift 7=-143(LC 10), 2=-157(LC 6)
Max Grav 7=845(LC 15), 2=627(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1031/115
BOT CHORD 2-8=-123/937, 7-8=-123/937
WEBS 3-7=-862/139
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
0 LICF
will fit between the bottom chord and any other members.
?,NO
���••••••••
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb)
7=143,2=157.
�� �•' so0N •• F�
0� p
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ib down at 2-9-8, 2 Ib down at
2
2-9-8, 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7, and 316 Ib down and 80 Ib up at 8-5-6 on bottom chord. The design/selection
; U ;
of such connection device(s) is the responsibility of others.
PE -44018
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
-O • • Q
LOAD CASE(S) Standard
�Q�F
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
S .•.• \�
Uniform Loads (plf)
ON
Vert: 1-4=-80, 4-5=-80, 2-6=-20
Vert:
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. "
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heiohts, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
852108655
725A PC_GL
J1
Roof Special Girder
1
1
lob Reference (-1:
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 2
ID:S4VXXKq_apam_nYJxUgElurtOri-NQYMrVoye3dk4ealVmAQUgylTHPP ROuNvcm?wVyPvjy
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 11=-26(F=-13, B=-13) 12=-316(8)
A WARNING - Verity daslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
852108656
725A–PC–GL
J2
Monopilch
2
1
Max Uplift 4=-62(LC 10), 2=-111(LC 6)
Max Grav 4=343(LC 15), 2=425(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1
I D: S4VXXKq_apa m_nYJxUgEturtOri-rc612rpaP M Ib io9x3Uhf 12 U gEgm kAZA W8GVZSxyPvjx
-1-0-0 6-5-8
1-0-1 6-5-8
2x4 11 Scale = 1:18.4
3x4 = 4
2x4 II
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
BCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.92
BC 0.41
WB 0.00
Matrix -P
DEFL. in (loc) I/deft L/d
Vert(LL) -0.09 2-4 >853 360
Vert(TL) -0.22 2-4 >341 240
Horz(TL) -0.00 4 n/a n/a
Wind(ILL) 0.00 2 — 240
PLATES GRIP
MT20 185/144
Weight: 20 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer
illation guide.
REACTIONS. (Ib/size) 4=300/0-5-8,2=409/0-3-8
Max Horz 2=120(LC 7)
Max Uplift 4=-62(LC 10), 2=-111(LC 6)
Max Grav 4=343(LC 15), 2=425(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-281/99
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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 Ib uplift at joint(s) 4 except (jt=1b)
D 0 LICF2s
2=111.
•eeee.eee
�� �• SOoN •'• Fo
U G%
PE -44018
October 25,2017
AWARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 101032015 BEFORE USE. .. -
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®kH
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hls CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108657
725A_PC GL
J3
Monopitch
3
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1
I D:S4VXXKq_apam_nYJxUgEturtOri-rc612rpaPMlbio9x3Uhfl2 UzNgoBAVG W8GVZSxyPvjx
-1-0-0 4-10-9 10-0-0
1-0-0 4-10-9 5-1-7
Scale = 1:23.3
5x8 %
46 = 3x4 II
3x4 =
1n
d
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.34
BC 0.32
WB 0.31
Matrix -R
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wnd(LL)
in (loc) I/deft L/d
-0.03 2-7 >999 360
-0.06 2-7 >999 240
0.01 9 n/a n/a
0.02 2-7 >999 240
PLATES GRIP
MT20 185/144
Weight: 41 Ib FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-9-4 oc purlins,
BOT CHORD 2x4 SPF No.2
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 HF Stud
MiTek recommends that Stabilizers and required cross bracing
WEDGE
be installed during truss erection, in accordance with Stabilizer
Left: 2x4 HF Stud
REACTIONS. (Ib/size) 2=586/0-3-8, 9=454/0-1-8
Max Horz 2=137(LC 10)
Max Uplift 2=-124(LC 6), 9=-102(LC 10)
Max Grav 2=617(LC 15),9=534(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-3=-916/83, 3-4=-912/160
BOT CHORD 2-7=-164/791
WEBS 3-7=-403/172, 4-7=-188/837, 4-9=-541/104
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (J. -t
PDO LrC 2
6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide I F
will fit between the bottom chord and any other members. S�QN7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 'Q •capacity of bearing surface. 0 0;
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) PE -44018
2=124.9=102.
rol
October 25,2017
AWARN/NG -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not R
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei his CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
852108658
725A_PC_GL
J4
Jack -Closed
1
1
Max Uplift 6=-60(LC 10), 2=-106(LC 6)
Max Grav 6=337(LC 15), 2=392(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022,
1-0-0
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:512017 Page 1
ID:S4VXXKq_apam_nYJxUgElurtOri-Jpg7FBpCAgtSKxk8cBCuaF12F47vvOPgNwF6?NyPvjw
5-11-11
5-11-11
Scale= 1:17.2
2x4
3 4
3x4 = 5
2x4 11
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.72
BC 0.35
WB 0.00
Matrix -P
DEFL. in (loc) I/deft L/d
Vert(LL) -0.06 2-6 >999 360
Vert(TL) -0.14 2-6 >469 240
Horz(TL) -0.00 6 n/a n/a
Wmd(LL) 0.00 2 - 240
PLATES GRIP
MT20 185/144
Weight: 19 lb FT=20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer
illation aumde.
REACTIONS. (Ib/size) 6=296/Mechanical, 2=378/0-3-8
Max Horz 2=112(LC 9)
Max Uplift 6=-60(LC 10), 2=-106(LC 6)
Max Grav 6=337(LC 15), 2=392(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-6=-276/97
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
P� 0 LIC
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb)
���•.����t�/jjs
2=106.
�O •• SOON ••• Fp
0
�00
PE 44018
ON
October 25,2017
i
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
MiTek,.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component
7777 GfeenbackA-ane -'
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
Suite 109 _
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76TaKvUXieTfpca_fXpyPvjv
1-0-0 3-11-11
3x4 = 2x4 11 4
Scale = 1:12.3
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCDL 10.0
Truss
Truss Type
Qty
Ply
725A PC
L72
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
R52108659
5A_PC_GL
J5
Jack -Closed
2
1
Max Uplift 3=-67(LC 10), 2=-88(LC 6)
Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76TaKvUXieTfpca_fXpyPvjv
1-0-0 3-11-11
3x4 = 2x4 11 4
Scale = 1:12.3
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.27
BC 0.12
WB 0.00
Matrix -P
DEFL. in (loc) I/deft L/d
Vert(LL) -0.01 2-5 >999 360
Vert(TL) -0.02 2-5 >999 240
Horz(TL) -0.00 3 n/a n/a
Wind(LL) 0.00 5 — 240
PLATES GRIP
MT20 185/144
Weight: 13 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 3=137/Mechanical, 5=41 /Mechanical, 2=292/0-3-8
Max Horz 2=70(LC 6)
Max Uplift 3=-67(LC 10), 2=-88(LC 6)
Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girders) for truss to truss connections,
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2.
0 i.%OOO20;
r.PE'44018
,SON
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.senee
-
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not
�p
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek�
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108660
725A PC GL
J6
Jack -Closed
2
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
ob Refere ce o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76TaN?UY6eTfpca_fXpyPvjv
-1-0-0 1-11-11
1-0-0 1-11-11
3x4 =
Scale = 1:9.0
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.07
BC 0.03
WB 0.00
Matrix -P
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/defl L/d
-0.00 2 >999 360
-0.00 2-5 >999 240
-0.00 3 n/a n/a
0.00 2 — 240
PLATES GRIP
MT20 185/144
Weight: 8lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud
be installed during truss erection, in accordance with Stabilizer
Mellon
REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical
au'de.
Max Horz 2=42(LC 6)
Max Uplift 2=-71 (LC 6), 3=-35(LC 10)
Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. _ n aD 0 L
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/072015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek„
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citru Hei hls CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108661
725A_PC_GL
J7
Monopitch Supported Gable
1
1
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.02
Vert(TL)
-0.00
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:53 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-FBotglrSiH7AZFuWkcEMfg6YkutWNwdzgEkD3GyPvju
-1-0-0 5-10-15
1� 5-10-15
ofa
2x4 11
10 9 S 7
3x4 = 2x4 I 2x4 II 2x4 I 2x4
3x6 11
Scale= 1:17.4
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.08
Vert(LL)
0.00
1
n/r
120
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.02
Vert(TL)
-0.00
1
n/r
120
TCDL 10.0
Rep Stress Incr YES
WB 0.02
Horz(TL)
-0.00
7
n/a
We
BCLL 0.0
Code IRC2012rrP12007
Matrix -P
Weight: 22 Ib FT = 20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 BOT CHORD
OTHERS 2x4 SPF No.2
WEDGE
Left: 2x4 SPF No.2
REACTIONS. All bearings 5-10-15.
(lb) - Max Horz 2=111(LC 9)
Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9, 10
Max Grav All reactions 250 Ib or less at joint(s) 7, 2, 8, 9, 10
FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown
Structural wood sheathing directly applied or 5-10-15 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) 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 psf on overhangs
non -concurrent with other live loads.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load 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 3-6-0 tall by 2-0-0 wide
will fit between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10.
11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2.
0 Lift
r
October 25,2017
AWARNING -Ver!/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7I73 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not,
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hakilits. CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x6 SPF No.2
852108662
725A_PC_GL
K1
Roof Special Girder
1
1
except end verticals.
WEBS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SPF No.2 4-5-13
ob Reference o ti nal
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-jOLFuDs4TbG1 BPTjlJmbBufXal7p6N963uTmbiyPvjt
I
_'_'_04-6-12 9-1-9
1-5-0 4-6-12 4-6-12
Scale = 1:20.2
5x8 II
5X8 11
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code IRC2012/rP12007
CSI.
TC 0.84
BC 0.40
WB 0.00
Matrix -S
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.07 2-6 >999 360
-0.19 2-6 >544 240
0.03 4 n/a n/a
0.03 2-6 >999 240
PLATES GRIP
MT20 197/144
Weight: 47 lb FT=20%
LUMBER-
BRACING -
TOP CHORD 2x6 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2x6 SPF No.2
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
except end verticals.
WEBS 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SPF No.2 4-5-13
N90 0CL�
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
4=211,2=151.
MiTek recommends that Stabilizers and required cross bracing
SOO %
C N a
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4.
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 4=1044/0-2-2,2=596/0-7-6
•:
• Z 2
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 0 Ib up at 2-9-8,
illation auide.
Max Horz 2=123(LC 7)
PE -44013 '
down and 78 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
�•
Max Uplift 4=-211(LC 10), 2=-151(LC 6)
��
Or •� ��
LOAD CASE(S) Standard
Fss/ONA••
Max Grav 4=1119(LC 15), 2=631 (LC 15)
October 25,2017
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-4=-282/30.4-6=-87/731
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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 at joint(s) 4.
N90 0CL�
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)
4=211,2=151.
�Q� ••••• ��• L j�
Q
SOO %
C N a
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4.
OO O ;�
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n.
•:
• Z 2
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 0 Ib up at 2-9-8,
10 lb down and 18 Ib up at 2-9-8, 26 Ib down at 5-7-7, 26 Ib down at 5-7-7, and 314 Ib down and 85 Ib up at 8-5-6, and 301 lb
PE -44013 '
down and 78 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
�•
��
Or •� ��
LOAD CASE(S) Standard
Fss/ONA••
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
October 25,2017
A
WARNING - Verify design parameters and READ NOTES N THIS AND INCLUDED
O S NMITEK REFERENCE PAGE MI -7473 rev. 10/01/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
852108662
725A_PC_GL
K1
Roof Special Girder
1
1
Job Reference (optional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 2
ID:S4VXXKq_apam_nYJxUgEturt0ri-jOLFuDs4TbG1 BPTjIJmbBufXa17p6N963uTmbiyPvjt
LOAD CASE(S) Standard
Uniform Loads (plf)
Vert: 1-4=-80, 2-5=-20
Concentrated Loads (Ib)
Vert: 8=1(F=4, B=-3) 9=-26(F=-13, B=-13) 10=-615(F=-301, B=-314)
AWARN/NG - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. t
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �r
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
(loc)
I/deft
L/d
PLATES GRIP
1
852108663
725A -PC -GL
K2
Roof Special Girder
1
1
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?CMQjd5Pko3HJkwx5gOaGiP WCytgbyPvjr
-1-5-0 7-8-3 7- -9
1-5-0 7-8-3 0- -7
Scale = 1:19.8
4x8
3
2x4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.65
Vert(LL)
-0.06
5-6
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.33
Vert(TL)
-0.15
5-6
>562
240
TCDL 10.0
Rep Stress Incr
NO
WB 0.13
Horz(TL)
0.04
3
n/a
n/a
BCLL 00y
Code IRC2012/TPI2007
Matrix -S
Wind(LL)
0.03
5-6
>999
240
Weight: 30 Ib FT = 20%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x6 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud *Except* BOT CHORD
2-7:2x6 SPF 165OF 1.5E
REACTIONS. (Ib/size) 3=367/0-1-8, 7=508/0-7-6
Max Horz 7=123(LC 7)
Max Uplift 3=-53(LC 10), 7=-148(LC 6)
Max Grav 3=423(LC 15), 7=537(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-459/81
WEBS 2-6=-59/363
Structural wood sheathing directly applied or 6-0-0 oc pudins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf 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 at joint(s) 3.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b)
7=148.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 18 Ib up at
2-9-6, 0 Ib down and 6 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of
such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.
O�••a SOON •.•`rF�
0..
;U
PE -44018
25, 2017
7777 Greenback Lane
Job
Truss
Truss Type
Qty
Ply725A
PC
852108663
725A_PC_GL
K2
Roof Special Girder
1
1
job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022,
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1
Uniform Loads (plf)
Vert: 1-2=-80, 2-3=-80, 4-7=-20
Concentrated Loads (lb)
Vert: 9=5(F=1, B=4) 10=-26(F=-13, B=-13)
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 2
I D: S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?C WkQjd5Pko3HJkwx5gOaGiP WCytgbyPvjr
A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
852108664
725A_PC_GL
K3
Monopitch
4
1
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
ob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?CMQjd5Pko3HJkyO5tRaGVP WCytgbyPvjr
1 -2-0-0 F 5-6-0
2-0-0 5-6-0
Scale= 1:19.9
3x6 II
3
2X4 11
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.56
Vert(LL)
-0.01
5-6
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.14
Vert(TL)
-0.03
5-6
>999
240
TCDL 10.0
Rep Stress Incr
YES
WB 0.07
Horz(TL)
0.01
3
n/a
n/a
BCLL 0.0
Code IRC2012/TPI2007
Matrix -R
Wmd(LL)
0.01
5-6
>999
240
Weight: 20 lb FT = 20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 3=223/0-1-8, 7=462/0-5-8
Max Horz 7=138(LC 7)
Max Uplift 3=-44(LC 10), 7=-167(LC 6)
Max Grav 3=262(LC 15), 7=482(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-453/178
Structural wood sheathing directly applied or 5-6-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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 at joint(s) 3.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b)
7=167.
9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
PDO LIG
October 25&017
,& WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03,2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek*
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
1
852106665
725A_PC_GL
K4
Jack -Closed
1
1
Max Uplift 8=-167(LC 6), 6=-57(LC 10)
Max Grav 8=503(LC 15), 6=322(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:57 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-8y1 OWEuzmWeb2sCHzSJIpWH58VDBJj YIsiQC1yPvjq
2-0-0 5-11-11
Scale = 1:20.7
5x6 11
3 4
8 5
2x4 11 3x4 11
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/7PI2007
CSI.
TC 0.69
BC 0.17
WB 0.08
Matrix -R
DEFL. in (loc) I/deft L/d
Vert(LL) -0.02 6-7 >999 360
Vert(TL) -0.05 6-7 >999 240
Horz(TL) 0.00 6 n/a n/a
Wind(LL) 0.01 6-7 >999 240
PLATES GRIP
MT20 185/144
Weight: 21 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
illation guide.
REACTIONS. (Ib/size) 8=482/0-5-8, 6=272/Mechanical
Max Horz 8=148(LC 9)
Max Uplift 8=-167(LC 6), 6=-57(LC 10)
Max Grav 8=503(LC 15), 6=322(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-8=-454/166, 3-6=-251/81
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
PD 0 L/C
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b)
8=167.
F/jjs
�.••�
V� soon •e f�
�OO 02
;U f,�•
PE -44018 S
ON
October
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply725A
PC
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
852108666
725A_PC_GL
K5
Jack -Closed
2
1
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.12
Vert(TL) -0.02 5-6 >999 240
Job Reference(optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:57 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEturtOri-Byl O WEuzm Web2sCHzSJ IpWHAFVE_JkJYlsiQC 1 yPvjq
2-0-0 3-11-11
9vd
Scale = 1:14.9
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire iC' E
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109,
2x4 114
2x4 11
1-0-0 3-11-11
� 1-0-0 2-1 1-11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.36
Vert(LL) -0.01 5-6 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.12
Vert(TL) -0.02 5-6 >999 240
TCDL 10.0
Rep Stress Incr YES
WB 0.04
Horz(TL) 0.01 3 n/a n/a
BCLL 0.0
Code IRC2012fTP12007
Matrix -P
Wind(LL) 0.01 5-6 >999 240
Weight: 16 lb FT = 20%
BCDL 100
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing
directly applied or 3-11-11 oc pur ins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
k recommends that Stabilizers and required cross bracing
stalled during truss erection, in accordance with Stabilizer
illation guide.
REACTIONS. (Ib/size) 7=407/0-5-8, 3=102/Mechanical, 5=41/Mechanical
Max Horz 7=82(LC 6)
Max Uplift 7=-148(LC 6), 3=-50(LC 10)
Max Grav 7=420(LC 15), 3=126(LC 15), 5=82(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-7=-385/118
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb)
PDQ LIG,
7=148.
O� ......� F�
so0
�p0 02
PE -44018
ON
October
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire iC' E
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109,
Job
Truss
Truss Type
Qty
Ply
725A PC
1/deft
L/d
PLATES GRIP
TCLL 30.0
J
852108667
725A PC GL
K6
Jack -Closed
2
1
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.10
Vert(TL)
0.00
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:58 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOric9bmkavbXgm SfOmUX9gXMkpL?vaY2B8i_WR_kTyPvjp
-2-0-0 1-11-11
2-0-0 1-11-11
3x4 2x4 11 5
Scale = 1:11.6
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
1/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.36
Vert(LL)
0.00
5-6
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.10
Vert(TL)
0.00
5-6
>999
240
TCDL 10.0
Rep Stress Incr YES
WB 0.00
Horz(TL)
-0.01
3
n/a
n/a
BCLL 0.0
Code IRC20121TPI2007
Matrix -P
Wind(LL)
-0.00
6
>999
240
Weight: 9Ib FT=20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 6=364/0-5-8, 5=-7/Mechanical, 3=-3/Mechanical
Max Horz 6=55(LC 9)
Max Uplift 6=-167(LC 6), 5=-9(LC 14), 3=-62(LC 14)
Max Grav 6=370(LC 15), 5=28(LC 5), 3=13(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-6=-328/174
Structural wood sheathing directly applied or 1-11-11 oc pudins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3 except Qt=1b)
6=167.
�-
6LICF
moo` •' Soot; • ;s<
0
�UO obi
t. PE -44018
('lcfnhar 7F 9n1
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not✓
a truss system. Before use, tha building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108666
725A -PC -GL
K7
Jack -Closed
1
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
job Refereinice (optional)
Alpine Truss, Commerce City, Co - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:58 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturt0ric9bmkavbXgmSfOm UX9gXMkpFgvXp2BHi_WR_kTyPvjp
5-11-11
5-11-11
Scale = 1:20.7
5x6
2
7
3x4 11
2x4
4
3x5 II
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012rTP12007
CSI.
TC 0.77
BC 0.27
WB 0.06
Matrix -R
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.02 5-6 >999 360
-0.05 5-6 >999 240
0.00 5 n/a n/a
0.02 5-6 >999 240
PLATES GRIP
MT20 185/144
Weight: 19 Ib FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 7=277/Mechanical, 5=306/Mechanical
illation ouide.
Max Horz 7=132(LC 7)
Max Uplift 7=-42(LC 6), 5=-64(LC 10)
Max Grav 7=284(LC 14), 5=335(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
BOT CHORD 6-7=-194/254
NOTES -
1) Wind: ASCE 7-10; Vu It= 140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5.
VO �.•'• SOON •. S<
.0 U1.2
1.
; U G)
PE -44018
o,��ss'ON •
October 25,2017
A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. aaaaaa
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108669
725,& PC GL
K8
Jack -Closed
1
1
MT20 185/144
(Roof Snow=3
Lumber DOL 1.15
BC 0.12
Vert(TL)
-0.02
ob Reference o lional
Alpine Truss, Commerce City, Co - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:59 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOriAL98xwvD17uJ HALg4tLmuxMXfJvSne3rDABXHwyPvjo
3-11-11
3-11-11
6
2x4 11
5
2x4 O
2x4 113
Scale = 1:14.9
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.30
Vert(LL)
-0.01
4-5
>999
360
MT20 185/144
(Roof Snow=3
Lumber DOL 1.15
BC 0.12
Vert(TL)
-0.02
4-5
>999
240
1
TCDL 10.0
Rep Stress Incr YES
WB 0.02
Horz(TL)
0.02
2
n/a
n/a
BCLL 0.0
Code IRC2012ITP12007
Matrix -P
Wind(LL)
0.01
5
>999
240
Weight: 13 Ib FT=20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 6=186/Mechanical, 2=151/Mechanical, 4=41/Mechanical
Max Horz 6=62(LC 7)
Max Uplift 6=-16(LC 6), 2=-65(LC 6)
Max Grav 6=188(LC 14), 2=159(LC 14), 4=82(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-11-11 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)' This truss has been designed for a live load of 20.Opsf 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2.
D�pDO`LlCF�
c�\.•'� SOON' :sFO
0 �2
PE -44018
ON
October
• ���
October 25,2017
,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
852106670
725A PC GL
K9
Jack -Closed
1
1
2x4 SPF No.2
except end verticals.
WEBS
2x4 HF Stud
ob Refe encs o Tonal
Alpine Truss, Commerce City, Co - 80022,
2x4
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-YXjX8Gwr3ROAvKwseas7R9vmQiG5W5e_Rgw5pMyPvjn
24 2.4 11 4
x
Scale = 1:11.6
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.05
BC 0.03
WB 0.00
Matrix -P
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft Lid
-0.00 5 >999 360
0.00 4-5 >999 240
-0.00 2 n/a n/a
0.00 5 >999 240
PLATES GRIP
MT20 185/144
Weight: 7lb FT=20%
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1-11-11 oc pudins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS.
(Ib/size) 5=82/0-5-8, 4=20/Mechanical, 2=80/Mechanical
Illation guide.
Max Horz 5=41 (LC 7)
Max Uplift 2=-37(LC 10)
Max Grav 5=82(LC 1), 4=35(LC 5), 2=80(LC 1)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less
except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; C1=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf 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.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2.
��PDO
VO �.••• SO; • ;sFO
moo 0
PE -44018
o�ss,ON •�
October 25,2017
w'.
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not °.!j f Y f at T\ I{� N,t
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall adl
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' 1
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Yne ..7 Divisor3
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ,
Job
Truss
Truss Type
Qty
Ply
725A PC
2x4
1-0-0
3-11-11
852108671
725,& PC GL
K10
Jack -Closed
1
1
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL
30.0
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1
ID:S4VXXKq_apam_nYJkUgEturt0ri-jOLFuDs4TbG1 BPTjIJmbBufgRICH6Nj63uTmbiyPvjt
-1-0-03-11-11
1-0-0 3-11-11
�vA
Scale= 1:14.9
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. OPO 0 LICF/jj
sooN a•aS�O
i PE -44018 i
si
October 25,2017
,& WARNING - Vartfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473M. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�4
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
2x4 114
2x4
1-0-0
3-11-11
1-0-0
2-11-11
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL
30.0
Plate Grip DOL 1.15
TC 0.27
Vert(LL)
-0.01 5-6 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.12
Vert(TL)
-0.02 5-6 >999 240
TCDL
10.0
Rep Stress Incr YES
WB 0.03
Horz(TL)
0.02 3 n/a n/a
BCLL
0.0
Code IRC2012/TPI2007
Matrix -P
Wind(LL)
0.01 5-6 >999 240
Weight: 15 lb FT=20%
B DL
10.0
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 3-11-11 oc pudins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS.
(Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41/Mechanical
Max Horz 7=70(LC 7)
Max Uplift 7=-78(LC 6), 3=-61 (LC 10)
Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-7=-263/60
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. OPO 0 LICF/jj
sooN a•aS�O
i PE -44018 i
si
October 25,2017
,& WARNING - Vartfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473M. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�4
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
LUMBER-
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
BRACING -
3) Unbalanced snow loads have been considered for this design.
R52108672
725,& PC GL
K11
Jack -Closed
1
1
2x4 SPF No.2
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
except end verticals.
WEBS
2x4 HF Stud
job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:55 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-Bave5YsjEvOtoZ2vr1Hgk5CuuhZvrgPFIYDK88yPvjs
1-0-0 1-11-11
2x4 2x4 11 5
Scale = 1:11.6
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TPI2007
CSI.
TC 0.10
BC 0.03
WB 0.00
Matrix -P
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.00 6 >999 360
-0.00 5-6 >999 240
-0.00 3 n/a n/a
0.00 6 >999 240
PLATES GRIP
MT20 185/144
Weight: 8 Ib FT = 20%
LUMBER-
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
BRACING -
3) Unbalanced snow loads have been considered for this design.
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1-11-11 oc purlins,
BOT CHORD
2x4 SPF No.2
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
except end verticals.
WEBS
2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
oQ.NO
so 0%
G� . 0 02F0
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS.
(Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical
Max Horz 6=49(LC 7)
Ss�ON••
October 25,2017
Max Uplift 6=-69(LC 6), 3=-33(LC 10)
Max Grav 6=206(LC 15), 5=33(LC 5), 3=59(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ibuplift at joint(s) 6, 3.
O L%(,'F�
oQ.NO
so 0%
G� . 0 02F0
PE -44018 J
Ss�ON••
October 25,2017
,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
in
PC
I/deft
L/d
PLATES GRIP
�Ply725A
Plate Grip DOL 1.15
852108673
�Jolb
725A_PC_GL
L1
Roof Special Girder
1
1
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.38
Vert(TL)
-0.15
Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-YXjXBGwr3ROAvKwseas?R9vYBiebW_t_Rgw5pMyPvjn
-1-5-0 6-2-8 6-$-10
1-5-0 6-2-8 0-1-2
4x12 = Scale = 1:16.9
3x4 =
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.96
Vert(LL)
-0.06
6-7
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.38
Vert(TL)
-0.15
6-7
>475
240
TCDL 10.0
Rep Stress Incr NO
WB 0.50
Horz(TL)
0.03
9
n/a
n/a
BCLL 0.0
Code IRC2012rTPI2007
Matrix -P
Wind(LL)
0.01
6
>999
240
Weight: 26 Ib FT = 20
BCD_L10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 7=442/0-7-6, 9=337/0-1-8
Max Horz 7=103(LC 7)
Max Uplift 7=-130(LC 6), 9=-37(LC 10)
Max Grav 7=465(LC 15), 9=381(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-350/172
WEBS 3-9=-569/88
Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s) 9 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except Qt=lb)
7=130.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8,
1 Ib down and 6 Ib up at 2-9-8, and 40 Ib down at 5-7-7, and 40 Ib down at 5-7-7 on bottom chord. The design/selection of such
connection device(s) is the responsibility of others.
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
�RD0 UC
October 25,2017
AWARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
852108673
725A_PC_GL
L1
Roof Special Girder
1
1
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022,
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l
Uniform Loads (pin
Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20
Concentrated Loads (lb)
Vert: 6=-40(F=-20, B=-20) 11=1(F=1, B=1)
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 2
ID: S4VXXKq_apam_nYJxUgElurtOri-YXjXBGwr3ROAvKwseas?R9vYBiBb W_t_Rgw5pMyPvjn
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. OF Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback. Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.40
Vert(LL) -0.01 5-6 >999 360
852108674
725A_PC_GL
L2
Monopitch
7
1
TCDL 10.0
Rep Stress Incr YES
WB 0.18
Horz(TL) 0.01 8 n/a n/a
BCLL 0.0
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:012017 Page 1
ID:S4VXXKq_apam_nYJxUgEtuzlOri-OkHvMcxTgl81 WUV3CHOE_MRrb6aJFW48gTgeLoyPvjm
1-0-0 4-6-0
Scale= 1:15.7
3x4 =
Plate Offsets (X Y)- [7:0-2-0.0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.40
Vert(LL) -0.01 5-6 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.16
Veri(TL) -0.04 5-6 >999 240
TCDL 10.0
Rep Stress Incr YES
WB 0.18
Horz(TL) 0.01 8 n/a n/a
BCLL 0.0
Code IRC2012/TP12007
Matrix -P
Wind(LL) 0.00 5 >999 240
Weight: 20 Ib FT = 20%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installakiri
guide.
REACTIONS. (Ib/size) 6=31710-5-8,8=175/0-1-8
Max Horz 6=100(LC 7)
Max Uplift 6=-90(LC 6), 8=-38(LC 10)
Max Grav 6=326(LC 15), 8=191(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 3-8=-278/67
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
0 LOccapacity
of bearing surface.•�
/j/8)
Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
OON..9)
Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8.
0
r'SPE-44018
October 25.2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon pars meters shown, and is for an individual building component, not -
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
1
852108675
725A_PC_GL
L2A
Monopitch
3
1
Lumber DOL 1.15
BC 0.17
Vert(TL)
-0.04 5-6 >999 240
TCDL 10.0
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:012017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-OkHvMcxTgl81 WUV3CHOE_MRsg6a8FYH8gTgeLoyPvjm
1-0-0 4-6-0
Scale = 1:15.7
3x4 =
Plate Offsets (X Y)- [3:0-2-8.0-2-01
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.33
Vert(LL)
-0.02 5-6 -999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.17
Vert(TL)
-0.04 5-6 >999 240
TCDL 10.0
Rep Stress Incr YES
WB 0.04
Horz(TL)
-0.00 3 n/a rile
•. F�10)
r'SPE-44018
BCLL 0.0
Code IRC2012frPI2007
Matrix -P
Wind(LL)
0.00 6 "" 240
Weight: 20 lb FT = 20%
BCDL 10.0
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-0 oc purlins,
BOT CHORD 2x4 SPF No.2
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 6=30910-5-8,3=19710-1-8
illation guide.
Max Horz 6=114(LC 9)
Max Uplift 6=-95(LC 6), 3=-40(LC 7)
Max Grav 6=317(LC 15), 3=217(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-6=-276/143
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) • This truss has been designed for a live load of 20.Opsf 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 at joint(s) 3.
LIC
T/•9)
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6, 3.
FT
Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.ON
•. F�10)
r'SPE-44018
Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
U2
10
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -
a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M[Te'k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R
Isbricstion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback. Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109
Citrus Heights CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108676
725A_PC_GL
L3
Monopitch Girder
1
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SPF 1650F 1.5E 2-2-0
lob Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-UwgHZyy6b2Gu8e4Fm?vTWa x3Wvl_zRHv7PBtEyPvjl
1-0-0 4-6-0
Scale = 1:15.7
3x9 II
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0 '
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress III NO
Code IRC2012/TP12007
CSI.
TC 0.68
BC 0.21
WB 0.17
Matrix -R
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.01 2-6 >999 360
-0.02 2-6 >999 240
0.01 8 n/a n/a
0.01 2-6 >999 240
PLATES GRIP
MT20 185/144
Weight: 21 Ib FT = 20%
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-6-0 oc purlins,
BOT CHORD 2x6 SPF No.2
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
SLIDER Left 2x6 SPF 1650F 1.5E 2-2-0
No 0 LlCF
capacity of bearing surface.
MiTek recommends that Stabilizers and required cross bracing
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
tJ� �••' SO'•.�
•UO N
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
2=112, 8=105.
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 2=413/0-5-8, 8=416/0-1-8
3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
; PE -44018 ;
Max Horc 2=83(LC 7)
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
• �.'�
�0(,
'<t •••• ' \
Max Uplift 2=-112(LC 6), 8=-105(LC 10)
Sc5'/0
Uniform Loads (plf)
F�G
Max Grav 2=421(LC 15), 8=433(LC 15)
October 25,2017
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
TOP CHORD 2-4=-284/49, 6-7=-58/334
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6)' This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
No 0 LlCF
capacity of bearing surface.
��•.��� /jj
s<C
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
tJ� �••' SO'•.�
•UO N
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
2=112, 8=105.
O %<
i 2 i
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 335 Ib down and 101 Ib up at
3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
; PE -44018 ;
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
• �.'�
�0(,
'<t •••• ' \
Sc5'/0
Uniform Loads (plf)
F�G
Vert: 1-4=-80, 2-5=-20
October 25,2017
AWARNING • Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/072015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A''
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing '
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek*
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
852108676
725A_PC_GL
L3
Monopitch Girder
1
1
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022,
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 9=-335(F)
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 2
I D: S4VXXKq_apam_nYJxUgEturtOri-UwgHZyy6b2Gu8e4Fm?vTWa_x3Wvl_zRHv7PBtEyPvjl
A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
__
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
852108677
725A_PC_GL
L4
Half Hip Girder
1
1
>999
360
MT20 185/144ow=30.0)
(Roof Sn
Lumber DOL
1.15
lob Terence o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-y6OfnlzkLMOlmofRJiQ i3nXEXwGPjQAR8n91QhyPvjk
-1-1-03-0-0 5-0-0
1-0-0 3-0-0 2-0-0
72x4 II 3x4 =
Scale = 1:13.1
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.18
Vert(LL)
-0.00
5-6
>999
360
MT20 185/144ow=30.0)
(Roof Sn
Lumber DOL
1.15
BC 0.18
Vert(TL)
-0.01
5-6
>999
240
TCDL 10.0
Rep Stress Incr
NO
WB 0.08
Horz(TL)
0.00
5
n/a
n/a
BCLL
RMI Inn
Code IRC2012/TP12007
Matrix -P
Wind(LL)
0.00
5-6
>999
240
Weight: 22 Ib FT=20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 5=340/Mechanical, 7=366/0-5-8
Max Horz 7=87(LC 7)
Max Uplift 5=-81(LC 7), 7=-108(LC 6)
Max Grav 5=355(LC 23), 7=450(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-262/42, 2-7=-432/123
WEBS 3-5=-265/53
Structural wood sheathing directly applied or 5-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins: 3-4.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) " This truss has been designed for a live load of 20.Opsf 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.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b)
7=108.
10) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down at 3-0-0, and 129
Ib down and 55 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20
o�o¢P00 LIc
so oN ;sFo
.r0o 02 S
PE -44018
e e
O • •
FSU 0
October 25,2017
f'.nntinitAwl nn n— 9
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE ANI -7473 rev. 10/01/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus He! hls CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
852108677
725A_PC_GL
L4
Half Hip Girder
1
1
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 2
ID: S4VXXKq_apam_nYJxUgEturtOri-y6OfnlzkLMOlmofRJiQi3nXEXwGPjQAR8n9lQhyPvjk
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 6=-14(B) 8=-129(B)
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 01-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek`
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
TrussTruss
Type
Qty
Ply
725A PC
A]
applied or 4-6-0 oc pudins,
BOT CHORD 2x6 SPF No.2 except end verticals.
852108678
725A -PC -GL
LS
Monopitch Girder
1
1
Max Hoa 1=105(LC 7)
Max Uplift 1=-45(LC 6), 3=-11O(LC 10)
Max Grav 1=300(LC 14), 3=581 (LC 14)
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEturtOri-QJyl_dzM6gWcNxEetOxxb?3K_KboSudaMRuly7yPvjj
4-6-0
3x9 11
Scale= 1:15.7
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr NO
Code IRC2012fTP12007
CSI.
TC 0.46
BC 0.23
WB 0.00
Matrix -P
DEFL. in (loc) I/deft Lid
Vert(LL) -0.01 1-5 >999 360
Vert(TL) -0.03 1-5 >999 240
Horz(TL) 0.02 3 n/a n/a
Wind(LL) 0.01 1-5 >999 240
PLATES GRIP
MT20 185/144
Weight: 20 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-6-0 oc pudins,
BOT CHORD 2x6 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
SLIDER Left 2x6 SPF 1650F 1.5E 2-3-0 MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 1=297/0-5-8, 3=569/0-1-8
Max Hoa 1=105(LC 7)
Max Uplift 1=-45(LC 6), 3=-11O(LC 10)
Max Grav 1=300(LC 14), 3=581 (LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 3-5=-36/400
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) ' This truss has been designed for a live load of 20.Opsf 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.
6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b)
3=110.
pp0 L1�
8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3.
QQ` F/jj
S�
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
��••'• SOO ••••
N
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 36 Ib up at
2-0-12, and 270 lb down and 57 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the
�O 0%
responsibility of others.,
Z 2 0
;U C%;
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
PE -44018
LOAD CASE(S) Standard
1) Dead + Snow Lumber Increase=1.15, Plate Increase=1.15
.• •� ��
:�•
(balanced):
C> •: ��
Uniform Loads
`csS/ON • \
Vert 1(3'80, 1-4=-20
October 25,2017
aaaaaa
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/032015 BEFORE USE. �
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1p.
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVli%k'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _.
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus He! hts CA 95610��
Job
Truss
Truss Type
Qty
Ply725A
PC
852108678
725A–PC–GL
L5
Monopitch Girder
1
1
lob Reference (—fig,
Alpine Truss, Commerce City, Co - 80022,
LOAD CASE(S) Standard
Concentrated Loads (lb)
Vert: 5=-270(F) 7=-168(F)
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 2
ID:S4VXXKq_apam nYJxUgEturtOri-QJyt_dzM6gWcNxEetQxxb?3K_KboSudaMRuly7yPvjj
,& WARNING - Vedfy design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 _ _
Job
Truss
Truss Type
Qty
Ply
725A PC
2X4
i
1-0-0
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
4-2-3
3) Unbalanced snow loads have been considered for this design.
852108679
725A_PC GL
L6
Diagonal Hip Girder
1
1
CSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL
30.0
Job Reference o bona
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-vV WQ Cz_tzeT?5pgR7SA8CcYyjyOBLfkb5erUZyPvji
1-5-0 4-2-3
Scale= 1:13.1
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C;
2x4 114
2X4
i
1-0-0
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
4-2-3
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
3-2-3
LOADING (psf)
SPACING- 2-0-0
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
CSI.
DEFL.
in (loc) I/defl Lid
PLATES GRIP
TCLL
30.0
Plate Grip DOL 1.15
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b)
TC 0.32
Vert(LL)
-0.01 5-6 >999 360
MT20 197/144
(Roof Snow=30.0)
Lumber DOL 1.15
02
BC 0.15
Vert(TL)
-0.03 5-6 >999 240
PE -44018
TCDL
10.0
Rep Stress Incr NO
WB 0.01
Horz(TL)
0.02 3 n/a n/a
••.•..•
BCLL
0.0
Code IRC2012rrP12007
Matrix -P
Wind(LL)
0.01 5-6 >999 240
Weight: 15 Ib FT = 20
BCDL
100
LUMBER-
BRACING -
TOP CHORD
2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-2-3 oc purlins,
BOT CHORD
2x4 SPF No.2
except end verticals.
WEBS
2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
recommends that Stabilizers and required cross bracing
[MiTell
be installed during truss erection, in accordance with Stabilizer
Installation nide.
REACTIONS.
(Ib/size) 7=345/0-7-6, 3=134/Mechanical, 5=42/Mechanical
Max Horz 7=57(LC 7)
Max Uplift 7=-115(LC 6), 3=-57(LC 10)
Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD
2-7=-321/106
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b)
PD 0 L!�
7=115.
�F` �••••••.•
�'••'
Han er s or other connection devices shall be provided sufficient to su ort concentrated loads 1 Ib down and 6 Ib u at 2-9-8,
9 9 O O P support O p
O so 0/V***F
�O
and 1 Ib down and 6 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of
others.
02
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
; U ;
PE -44018
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15
Uniform Loads (plf)
'��(�,
Vert: 1-2=-80, 2-3=-80, 4-7=-20
••.•..•
Concentrated Loads (lb)
ON
Vert: 10=1(F=1, 6=1)
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �q
atruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108680
725A_PC_GL
L7
Jack -Closed
1
1
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.03
Vert(TL)
-0.00
job Reference (optional)
Alpine Truss, Commerce City, Co - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-vVWQCz_tzeT?5pgR7SA8CcbNj_7BLYkb5erUZyPvji
-1-0-03-0-0
1-0-0 3-0.0
Scale= 1:13.3
2x4 2x4 11 5
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/defl
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.10
Vert(LL)
-0.00
7
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.03
Vert(TL)
-0.00
7
>999
240
TCDL 10.0
Rep Stress Incr YES
WB 0.02
Horz(TL)
-0.00
6
n/a
n/a
BCLL 0.0
Code IRC2012/TPI2007
Matrix -R
Wind(LL)
0.00
7
>999
240
Weight: 12 Ib FT = 20%
BCDBCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 8=24010-5-8,6=137/Mechanical
Max Hoa 8=91 (LC 9)
Max Uplift 8=-85(LC 6), 6=-37(LC 7)
Max Grav 6=242(LC 15), 6=147(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
Structural wood sheathing directly applied or 3-0-0 oc purlins,
except end verticals.
Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6.
O�PDO LIC
c>�; •'o S� ON '•esu
�UO O.
PE -44018
U
October 25,2017
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�TAIeiPk'
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Cane'
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Oty
Ply
725A PC
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
852108681
725A—PC—GL
L8
Jack -Closed
2
1
>999
-
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1
ID: S4VXXKq_apam_nYJxUgEturtOri-Nh4oPJ?ceHm KdF00?rzPhQ9jP714wohtglNP00yPvjh
-1-0-03-11-11
1-0-0 3-11-11
2x4 2x4 114
Scale= 1:14.9
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in
(loc)
I/defl
Ud
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.27
Vert(LL)
-0.01
5-6
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.12
Vert(TL)
-0.02
5-6
>999
240
TCDL 10.0
Rep Stress Incr
YES
WB 0.03
Horz(TL)
0.02
3
n/a
n/a
BCLL 0.0
Code IRC2012/TP12007
Matrix -P
Wind(LL)
0.01
5-6
>999
240
Weight: 15 lb FT=20%
B DL 100
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical
Max Hoa 7=70(LC 7)
Max Uplift 7=-78(LC 6), 3=-61(LC 10)
Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-263/60
Structural wood sheathing directly applied or 3-11-11 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3.
October 25,2017
AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
852108682
725A -PC -GL
L9
Jack -Closed
4
1
Max Uplift 6=-69(LC 6), 3=-33(LC 10)
Max Grav 6=205(LC 15), 5=33(LC 5), 3=59(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
job Beferencp (optional)
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEturtOri-Nh4oPJ?ceHmKdF00?rzPhQ9m67JTwo7tglNP00yPvjh
1-0-0 1-11-11
2x4 2x4 11 5
Scale = 1:11.6
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012frP12007
CSI.
TC 0.10
BC 0.03
WB 0.00
Matrix -P
DEFL. in (loc) I/defl L/d
Vert(LL) -0.00 6 >999 360
Vert(TL) -0.00 5-6 >999 240
Horz(TL) -0.00 3 n/a n/a
Wind(LL) 0.00 6 >999 240
PLATES GRIP
MT20 185/144
Weight: 8Ib FT=20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical
Max Horz 6=49(LC 7)
Max Uplift 6=-69(LC 6), 3=-33(LC 10)
Max Grav 6=205(LC 15), 5=33(LC 5), 3=59(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live toad of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3.
NO O LICk
eeeeeee
i eee 500 -%
�O
0
X00 e
il
:C)
PE -44018
FSS�ON
October 25,2017
A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. V
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a thus system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall N!
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire `
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Job
Truss
Truss Type
Qty
Ply
725A PC
PLATES GRIP
TCLL 30.0
(Roof Snow=30.0)
Plate Grip DOL 1.15
TC 0.10
Vert(LL) 0.00 1 n/r 120
852108663
725A_PC_GL
M1
Monopitch
2
1
TCDL 10.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 5 n/a n/a
BCLL 0.0
BCDL 10.0
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-rueAcfOEPbuBE PyDYYVeDdhxpXftfFN02P7yZSyPvjg
-1-0-01-6-0
1-0-0 1-6-0
Scale = 1:10.4
3x9 II
2x4 11
3x4 =
Plate Offsets (X Y)-- [6:0-5-1.0-1-81
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/def] L/d
PLATES GRIP
TCLL 30.0
(Roof Snow=30.0)
Plate Grip DOL 1.15
TC 0.10
Vert(LL) 0.00 1 n/r 120
MT20 185/144
Lumber DOL 1.15
BC 0.02
Vert(TL) -0.00 1 n/r 120
TCDL 10.0
Rep Stress Incr YES
WB 0.00
Horz(TL) -0.00 5 n/a n/a
BCLL 0.0
BCDL 10.0
Code IRC2012frP12007
Matrix -R
Weight: 7 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
illation aumde.
REACTIONS. (Ib/size) 5=29/1-4-8,6=188/1-4-8,4=-15/1-4-8
Max Horz 6=61 (LC 7)
Max Uplift 5=-22(LC 7), 6=-41(LC 6), 4=-18(LC 14)
Max Grav 5=37(LC 18), 6=188(LC 1), 4=10(LC 6)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) Gable requires continuous bottom chord bearing.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) ' This truss has been designed for a live load of 20.Opsf 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.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 4.
0 CIC4
oF,ND
1-
;.••••so0i .` 0'
�4
X00 02'
L H,44018
October 25,2017
vP Y
AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/07/2015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nota truss
building n. m. Before use, the Bracing indicated) is prevent buckling nner must Verity the of individual and/or chord members only. Addiarameters and property tional al tem thisorporate design
and intothe
ent bracing
�IfIS�
9 9 9 P 9 Y P i 9 MiT a
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Ldrie
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1 D9
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108684
725A -PC -GL
M2
Monopitch
6
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
OTHERS 2x4 HF Stud
Job Reference (opt ,
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1
ID:S4VXXKq_apam nYJxUgEturtOri-rueAcfOEPbuBEPyDYYVeDdhxpXfwfF 02P7yZSyPvjg
1-0-0 1-6-0
4x6 =
6
3x9 II
3x4 =
Scale = 1:10.4
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012/TP12007
CSI.
TC 0.10
BC 0.01
WB 0.03
Matrix -R
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/defl L/d
-0.00 6 >999 360
-0.00 6 >999 240
-0.00 8 n/a n/a
0.00 6 >999 240
PLATES GRIP
MT20 185/144
Weight: 7 Ib FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 1-6-0 oc purlins,
BOT CHORD 2x4 SPF No.2
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 6-0-0 cc bracing.
OTHERS 2x4 HF Stud
capacity of bearing surface.
MiTek recommends that Stabilizers and required cross bracing
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
QF` F/jjs
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8.
be installed during truss erection, in accordance with Stabilizer
Mellon
REACTIONS. (Ib/size) 6=192/0-5-8,8=-3/0-1-8
le
:ZOO O'L :
gu6de,
Max Horz 6=46(LC 7)
PE -44018
10
Max Uplift 6=-33(LC 10), 8=-22(LC 14)
�• \��w
ON • N
Max Grav 6=192(LC 1), 8=19(LC 5)
October
October 25,2017
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
P� Q �lC
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8.
QF` F/jjs
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8.
�� �••• SOON •% FQ
le
:ZOO O'L :
PE -44018
10
�• \��w
ON • N
October
October 25,2017
�- �t
�c,
AWARNING • Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.idpc,
Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek "r
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the hirrrgr,
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 -
Citrus Hei hts CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
oxo
5-4-7
852108685
725A -PC -GL
P1
GABLE
2
1
Plate Offsets (X Y)-
[2 0-2-15 Edge) [4:0-3-12.0-3-01,118:0-2-0.0-0-01
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:08 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-J4CYq?OSAuO1 sZXP6GOtmrEzuxvSOc2AH3sW5uyPvjf
-1-0-05-4-7 10-0-0
1-10 5-4-7 4-7-9
Scale = 1:20.7
5x10
19
3x4 =
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
OTHERS 2x4 HF Stud
REACTIONS. (Ib/size) 2=586/0-3-8, 19=456/0-1-8
Max Horz 2=111(LC 7)
Max Uplift 2=-141(LC 6), 19=-84(LC 10)
Max Grav 2=623(LC 15), 19=534(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1197/158, 3-4=-1201/210
BOT CHORD 2-7=-176/1109
WEBS 3-7=-475/163, 4-7=-207/1121, 4-19=-690/116
Structural wood sheathing directly applied or 4-10-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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/rPI 1.
3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf 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.
9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except 0=11b)
2=141.
October 25,2017
A WARNING - Vedly design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ...
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
3x4 =
oxo
5-4-7
10-0-0
5-4-7
Plate Offsets (X Y)-
[2 0-2-15 Edge) [4:0-3-12.0-3-01,118:0-2-0.0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL.
in
(loc)
I/deft
L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.66
Vert(LL)
-0.06
2-7
>999
360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.44
Vert(TL)
-0.12
2-7
>986
240
TCDL 10.0
Rep Stress Incr YES
WB 0.42
Horz(TL)
0.01
19
n/a
n/a
BCLL 0.0
Code IRC2012/TP12007
Matrix -R
Wind(LL)
0.03
2-7
>999
240
Weight: 38 Ib FT=20
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD
BOT CHORD 2x4 SPF No.2
WEBS 2x4 HF Stud BOT CHORD
OTHERS 2x4 HF Stud
REACTIONS. (Ib/size) 2=586/0-3-8, 19=456/0-1-8
Max Horz 2=111(LC 7)
Max Uplift 2=-141(LC 6), 19=-84(LC 10)
Max Grav 2=623(LC 15), 19=534(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1197/158, 3-4=-1201/210
BOT CHORD 2-7=-176/1109
WEBS 3-7=-475/163, 4-7=-207/1121, 4-19=-690/116
Structural wood sheathing directly applied or 4-10-10 oc purlins,
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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/rPI 1.
3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
6) Gable studs spaced at 1-4-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) ' This truss has been designed for a live load of 20.Opsf 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.
9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except 0=11b)
2=141.
October 25,2017
A WARNING - Vedly design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ...
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
852108686
725A_PC_GL
P2
Monopitch
7
1
Vert(TL) -0.12 2-7 >986 240
TCDL 10.0
Rep Stress Incr YES
WB 0.42
Horz(TL) 0.01 9 n/a n/a
Job Reference (ootionall
Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:09 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-nGlw1 L1 VxC8uUj6bgzX612n8eLFh731JWjc3dKyPvje
i
-1-0-05-4-7 10-0-0
1.0-0 5-4-7 4-7-9
Scale = 1:20.7
5x10
3x4 =
:1X4
9
3x4 =
5-4-7 10-0-0
547 479
Plate Offsets (X Y)- [2:0-2-15 Edged [4:0-3-12.0-3-01, [8:0-2-0 0-0-01
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/defl Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.66
Vert(LL) -0.06 2-7 >999 360
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.44
Vert(TL) -0.12 2-7 >986 240
TCDL 10.0
Rep Stress Incr YES
WB 0.42
Horz(TL) 0.01 9 n/a n/a
BCLL 0.0
BCDL 10.0
Code IRC2012/TP12007
Matrix -R
Wind(LL) 0.03 2-7 >999 240
Weight: 34 Ib FT = 20%
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-10-10 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or
10-0-0 oc bracing.
OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
illation guide.
REACTIONS. (Ib/size) 2=586/0-3-8, 9=456/0-1-8
Max Horz 2=111(LC 7)
Max Uplift 2=-141(LC 6), 9=-84(LC 10)
Max Grav 2=623(LC 15), 9=534(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown.
TOP CHORD 2-3=-1197/158, 3-4=-1201/210
BOT CHORD 2-7=-176/1109
WEBS 3-7=-475/163, 4-7=-207/1121, 4-9=-690/116
NOTES -
1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide
0 0 LIC, -
will fit between the bottom chord and any other members.
•��.�••
'•e� SF
7) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify
��'� •' 500 N
capacity of bearing surface.
V O •.
02
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9.
ZO
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b)
2=141.
PE -44018
o,�Fss/o
�• �NG��
October 25,2017 ..
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,�'re a,
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ _-_ _
Job
Truss
Truss Type
Qty
Ply
725A PC
852108687
725A_PC_GL
S1
Monopitch Supported Gable
1
1
Job Beference o tional
Alpine Truss, Commerce City, Co - 80022, 8,130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:09 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-nGIw1L1VxC8uUj6bgzX612nHbLLv79TJWIc3dKyPvje
I
-1-0-04-0-0 --�
1-0-0 4-0-0
Scale = 1:12.4
3x4 = 2x4 II 2x4
3x6 I
Plate Offsets (X.Y)-- [2:Edge.0-1-61. [2:0-1-13.0-6-11
LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP
TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144
(Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120
TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 n/a n/a
BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 14 lb FT=20%
BCDL 10.0
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2 except end verticals.
WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing
WEDGE be installed during truss erection, in accordance with Stabilizer
Left: 2x4 SPF No.2
REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0
Max Hoa 2=79(LC 7)
Max Uplift 5=-8(LC 9), 2=-72(LC 6), 6=-60(LC 10)
Max Grav 5=19(LC 15), 2=210(LC 15), 6=259(LC 15)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) Truss designed 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 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) 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 psf on overhangs
non -concurrent with other live loads.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 1-4-0 oc. O� D O
8) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. N
9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •e••S�•O''•e• c%
will fit between the bottom chord and any other members. V �' N %
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6.
U G)
PE -44018
FSS�ON
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Job
Truss
Truss Type
Qty
Ply
125A PC
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
852108688
725A_PC_GL
S2
Jack -Closed
3
1
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
Job Reference (optional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:10 2017 Page 1
I D: S4VXXKq_apam_nYJxUgElurtOri-FTJJFh27i WH15shnEg2LrGJQHkeMsc6TINLcAnyPvjd
1-0-0 4-0-0
Scale = 1:12.4
3x4 = 2x4 II '
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
BCDL 0.0
1
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL 1.15
Rep Stress Incr YES
Code IRC2012lTP12007
CSI.
TC 0.21
BC 0.22
WB 0.00
Matrix -P
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
Wind(LL)
in (loc) I/deft L/d
-0.01 2-6 >999 360
-0.02 2-6 >999 240
-0.00 6 n/a n/a
0.00 2 "" 240
PLATES GRIP
MT20 185/144
Weight: 13 ib FT = 20
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins,
BOT CHORD 2x4 SPF No.2
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
except end verticals.
WEBS 2x4 HF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEDGE
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2.
MiTek recommends that Stabilizers and required cross bracing
Left: 2x4 HF Stud
so 0N
be installed during truss erection, in accordance with Stabilizer
REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8
Max Horz 2=79(LC 7)
Max Uplift 6=-37(LC 10), 2=-98(LC 6)
Max Grav 6=205(LC 15), 2=296(LC 15)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less
except when shown.
NOTES -
1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1
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 psf or 1.00 times flat roof load of 30.0 psf on overhangs
non -concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) ` This truss has been designed for a live load of 20.Opsf 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) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2.
N90 LIC
so 0N
i PE -44018
O
�Fssloni •
October 25,2017
,& WARNING - Varl/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,171-7473rev. 101032015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
at
system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall
builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek"
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI'1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights, CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-0-0 oc purlins,
BOT CHORD 2x8 SPF 1950F 1.7E except end verticals.
852108689
725A_PC_GL
S3
Monopilch Girder
1
Max Uplift 1=-231(LC 6), 3=-134(LC 10)
Max Grav 1=1733(LC 14), 3=902(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
Job Reference (optional)
Alpine Truss, Commerce City, Cc - 80022,
8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:10 2017 Page 1
ID:S4VXXKq_apam_nYJxUgEturtOri-FTJJFh27iWH15shnEg2LrGJR7kfJsc6TINLcAnyPvjd
4-0-0
4-0-0
4x6 = 3.6 11
Scale = 1:12.4
LOADING (psf)
TCLL 30.0
(Roof Snow=30.0)
TCDL 10.0
BCLL 0.0
B DL 10.0
SPACING- 2-0-0
Plate Grip DOL 1.15
Lumber DOL1.15
Rep Stress Incr NO
Code IRC2012/TPI2007
CSI.
TC 0.16
BC 0.16
WB 0.00
Matrix -P
DEFL. in (loc) I/deft Lid
Vert(LL) -0.01 1-3 >999 360
Vert(TL) -0.01 1-3 >999 240
Horz(TL) -0.00 3 n/a n/a
Wind(LL) 0.00 1-3 >999 240
PLATES GRIP
MT20 185/144
Weight: 31 Ib FT = 20
LUMBER- BRACING -
TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly
applied or 4-0-0 oc purlins,
BOT CHORD 2x8 SPF 1950F 1.7E except end verticals.
WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. (Ib/size) 1=1732/0-5-8, 3=895/Mechanical
Max Horz 1=70(LC 9)
Max Uplift 1=-231(LC 6), 3=-134(LC 10)
Max Grav 1=1733(LC 14), 3=902(LC 14)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) 2 -ply truss to be connected together as follows:
Top chords connected with IOd (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected with 1 Od (0.131 "x3") nails as follows: 2x8 - 2 rows staggered at 0-9-0 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 indicated.
3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)' This truss has been designed for a live load of 20.Opsf 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.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)
D 0 Lt
1=231,3=134.
O�P CF�
'���''•.
10 Hanger(s) or other connection devices shall be provided sufficient to support concentrated loads 1135 Ib down and 152 Ib u at
1591b bottom The design/selection device(s) is the
Soo �/ ••
C> :
0-2-12, and 11281b down and up at 2-6-4 on chord. of such connection
O
0
responsibility of others.
�O S
U
LOAD CASE(S) Standard
:
PE -44018
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
.0.'
Vert: 1-2=-80, 1-3=-20
-�! • ••
ox" e\��
Concentrated Loads (lb)
Vert: 1=-1135(F) 5=-1128(F)
•••�
tS
s/ ON
October 25,2017
A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE.
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M (T QC
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Heights. CA 95610
Job
Truss
Truss Type
City
Ply
725A PC
Plate Grip DOL 1.15
TC 0.47
Vert(LL) n/a n/a 999
MT20 185/144
(Roof Snow=30.0)
R52108690
725A—PC—GL
V1
Valley
1
1
WB 0.09
Horz(TL) 0.00 3 n/a n/a
BCLL 0.0
Code IRC2012frPI2007
Matrix -S
Job Reference (optional)
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:112017 Page 1
ID:S4VXXKq_apam_nYJxUgEturt0ri-jflhS 131TpPcjOG_nOZaOTsX28_Yb2vczl5AiDyPvjc
5-11-8 11-0-0
5-11-8 5-0-8
5x6 =
4
3x4 % 2x4 II 3x4 =
Scale = 1:20.2
I
d
LOADING (psf)
SPACING- 2-0-0
CSI.
DEFL. in (loc) I/deft L/d
PLATES GRIP
TCLL 30.0
Plate Grip DOL 1.15
TC 0.47
Vert(LL) n/a n/a 999
MT20 185/144
(Roof Snow=30.0)
Lumber DOL 1.15
BC 0.23
Vert(TL) n/a n/a 999
TCDL 10.0
Rep Stress Incr YES
WB 0.09
Horz(TL) 0.00 3 n/a n/a
BCLL 0.0
Code IRC2012frPI2007
Matrix -S
Weight: 29 lb FT=20%
BCDL 10.0
LUMBER -
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 HF Stud
REACTIONS. (Ib/size) 1=250/11-0-0, 3=234/11-0-0, 4=554/11-0-0
Max Horz 1=45(LC 9)
Max Uplift 1=-50(LC 10), 3=-56(LC 11), 4=41 (LC 10)
Max Grav 1=256(LC 14), 3=242(LC 15), 4=554(LC 1)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
WEBS 2-4=-392/100
BRACING -
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C;
enclosed; MWFRS (envelope); cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads 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 loads.
6) ' This truss has been designed for a live load of 20.Opsf 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 Ib uplift at joint(s) 1, 3, 4.
October 25,2017
A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. '
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R '�e i.
k
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M _
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei his CA 95610
Job
Truss
Truss Type
Qty
Ply
725A PC
in (loc) I/deft Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL
852106691
725A_PC_GL
V2
Valley
1
1
Lumber DOL
1.15
BC 0.17
Vert(TL)
n/a n/a 999
Job Reference o tional
Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:12 2017 Page 1
I D: S4VXXKq_apam_nYJxUgEturtOri-BrR3gM4NE7XTLArAL54pwhPovYKeKWcm ChgjEfyPvjb
2-7-8 1 5-3-0
2-7-8 2-7-8
3x4 = Scale = 1:11.0
2x4 i
2x4
LOADING (psf)
SPACING-
2-0-0
CSI.
DEFL.
in (loc) I/deft Lid
PLATES GRIP
TCLL 30.0
Plate Grip DOL
1.15
TC 0.08
Vert(LL)
n/a n/a 999
MT20 197/144
(Roof Snow=30.0)
Lumber DOL
1.15
BC 0.17
Vert(TL)
n/a n/a 999
TCDL 10.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00 3 n/a n/a
BCLL 0.0
Code IRC2012/TP12007
Matrix -P
Weight: 11 Ib FT = 20%
BCDL 10.0
LUMBER-
BRACING -
TOP CHORD 2x4 SPF No.2
TOP CHORD
Structural wood sheathing directly applied or 5-3-0 oc purlins.
BOT CHORD 2x4 SPF No.2
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation uide.
REACTIONS. (Ib/size) 1=201/5-3-0, 3=201/5-3-0
Max Horz 1=-17(LC 6)
Max Uplift 1=-27(LC 10), 3=-27(LC 11)
FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
NOTES -
1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C;
enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33
2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1
3) Unbalanced snow loads 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 loads.
6) ` This truss has been designed for a live load of 20.Opsf 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 Ib uplift at joint(s) 1, 3.
D�PDO
G� •eeee SOON e •SF0
e.
X0 �i- 00
;U 0;
PE -44018
October 25,2017
WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. -
Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not
a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall
building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek�-
is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the
fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane
Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109
Citrus Hei hts CA 95610
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M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac --Residential & Light Commercial HVAC Loads
Elite Software Development, Inc.
Smith & Willis HVAC LLC
Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125
Page 1
Project Report
General Project Information
Project Title: Remington Homes - Quail Ridge - 5225 Pierson Ct
Designed By: McKennon Piil
Project Date: Wednesday, November 15, 2017
Client Name: Remington Homes
Client Address: 9468 W. 58th Avenue
Client City: Arvada, Co 80002
Client Phone: (303) 420-2899 x 214
Company Name: Smith And Willis Heating And Air LLC
Company Representative: McKennon Pill
Company Address: 8450 Rosemary St
Company City: Commerce City, CO. 80022
Company Phone: (303)688-4487
Company Fax: 303-688-1811
Company E -Mail Address: mpiil@smithandwillis.com
Design Data _ l
Reference City: Arvada, Colorado
Building Orientation: House faces East
Daily Temperature Range: High
Latitude: 40 Degrees
Elevation: 6103 ft.
Altitude Factor: 0.798
Outdoor Outdoor Outdoor Indoor Indoor Grains
Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference
Winter: 1 0.21 81% 50% 70 62.60
Summer: 94 59 13% 50% 75 -44
Check Figures
Total Building Supply CFM: 1,187 CFM Per Square ft.: 0.276
Square ft. of Room Area: 4,293 Square ft. Per Ton: 2,323
Volume (ft3) of Cond. Space: 43,700
Building Loads
Total Heating Required Including Ventilation Air: 45,315 Btuh 45.315 MBH
Total Sensible Gain: 24,704 Btuh 100 %
Total Latent Gain: -2,526 Btuh 0 %
Total Cooling Required Including Ventilation Air: 24,704 Btuh 2.06 Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
N11,
City o f
Wheat
nuilryt,q
LZ�:,,� .�
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac • Residential & Light Commercial HVAC Loads
Smith & Willis HVAC LLC
Elite Software Development, Inc.
Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125_
Page 2
Miscellaneous Report
System 1 Whole House System Outdoor
Outdoor Outdoor Indoor Indoor Grains
Input Data Bulb
Wet Bulb Rel.Hum Rel.Hum ____D_ry Bulb Difference
Winter: 1
0.21 81% 50% 70 62.60
Summer: 94
59 13% 50% 75 -43.51
Duct Sizing Inputs
- --- - - —
Main Trunk
Runouts
Calculate: Yes
Yes
Use Schedule: Yes
Yes
Roughness Factor: 0.00300
0.01000
Pressure Drop: 0.1000 in.wg./100 ft.
0.1000 in.wg./100 ft.
Minimum Velocity: 650 ft./min
450 ft./min
Maximum Velocity: 900 ft./min
750 ft./min
Minimum Height: 0 in.
0 in.
Maximum Height: 0 in.
0 in.
Outside Air Data
Winter
Summer
Infiltration Specified: 0.279 AC/hr
0.250 AC/hr
124 CFM
111 CFM
Infiltration Actual: 0.323 AC/hr
0.298 AC/hr
Above Grade Volume: X 26.637 Cu.ft.
X 26,637 Cu.ft.
8,603 Cu.ft./hr
7,938 Cu.ft./hr
X 0.0167
X 0.0167
Total Building Infiltration: 143 CFM
132 CFM
Total Building Ventilation: 0 CFM
0 CFM
---System 1---
Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference)
Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference)
Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference)
Winter Infiltration Specified: 0.250 AC/hr (111 CFM)
Summer Infiltration Specified: 0.250 AC/hr (111 CFM)
City of
Wrieat Ridgy'
t
;f
Building Div'iison,,
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
MA ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvae • Residential & Light Commercial HVAC Loads
Elite
Software Development, Inc.
Smith & Willis HVAC LLC
Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 _ _
Page_ 3
Load Preview Report
Net
ft.z
Sen
Let
Net
Sen
His
SCys
Sys
t
Duct
Scope
Ton
/Ton
Area
Gain
Gain
Gain
Loss
Size
--
CFM
CFM
CFM
Building 2.06
2,323
4,293
24,704
-2,526
--
24,704
45,315
890
----..._.._.._�_.
1,187 1,187
System 1 2.06
2,323
4,293
24,704
-2,526
24,704
45,315
890
1,187 1,187
25x17
Humidification
4,212
Zone 1
4,293
24,704
-2,526
24,704
41,103
890
1;187 1,187
12x16
1 -Laundry
75
1,276
-177
1,276
1,499
32
61 61
5
2 -Foyer
204
1,425
-98
1,425
1,506
33
68 68
6
3 -Bedroom 2
168
1,559
-98
1,559
2,761
60
75 75
5,5
4 -Bath
73
522
-195
522
1,566
34
25 34
5
5 -Study
132
947
-121
947
1,498
32
45 45
5,5
6-KitcherVDining
418
5,838
-442
5,838
5,238
113
280 280
7,7,7
7 -Mud Room
76
368
-114
368
1,050
23
18 23
4
8 -Great Room
513
5,840
-501
5,840
7,138
155
281 281
7,7,7,7
9 -Master Bedroom
264
3,272
-185
3,272
3,882
84
157 157
7,7
10 -Master Bath
ill
390
-68
390
816
18
19 19
5
11 _WC
20
232
-64
232
597
13
11 13
4
12-MstrWIC
99
492
-215
492
1,621
35
24 35
5
13 -Unfinished Basement
2,140
2,543
-248
2,543
11,931
258
122 258
6,6,6,6
Sum of room airflows may be greater than system airflow because
system room airflow option uses the greater of heating or cooling.
city of�
a,
wheat
�IJIICI IY�� D§.I1
ei Gln
MA ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inca
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 E Page 4
Manual D Ductsize Data - Duct System 1 - Supply
---Duct Name, etc.
Trunk 0.0003 15.2
404
Type
Roughness
Diameter
Velocity
SPL. Duct
Upstream
Temperature
Width
Loss/100
SPL.Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7
Trunk 0.0003 15.2
404
0.000
Up: ST -110 55 20
0.017
0.000
Rect 0.7 10
0.0
0.000
Presize 561 3.3
0.403
0.397
---Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2
Presize 337 7.5
0.402
Trunk 0.0003 15.2
218
0.000
Up: ST -190 128 20
0.005
0.000
Rect 3.2 10
0.0
0.000
Presize 303 15.8
0.401
0.399
---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2
Trunk 0.0003 12.9
178
0.000
Up: ST -150 128 14
0.004
0.000
Rect 1.2 10
0.0
0.000
Presize 173 4.7
0.401
0.399
---Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0
Trunk 0.0003 15.2
328
0.000
Up: ST -260 55 20
0.012
0.000
Rect 1.0 10
0.0
0.000
Presize 455 5
0.402
0.398
---Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0
Presize 337 7.5
0.402
Trunk 0.0003 12.9
143
0.000
Up: ST -340 55 14
0.003
0.000
Rect 1.0 10
0.0
0.000
Presize 139 4
0.401
0.399
---Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 2.2
0.000
Rect 3.5 10
Trunk 0.0003 15.2
216
0.000
Up: ST -220 55 20
0.006
0.000
Rect 2.2 10
0.0
0.000
Presize 300 10.8
0.402
0.398
---Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5
Trunk 0.0003 15.2
243
0.000
Up: ST -300 55 20
0.007
0.000
Rect 1.5 10
0.0
0.000
Presize 337 7.5
0.402
0.398
---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5
Trunk 0.0003 15.2
305
0.000
Up: ST -330 55 20
0.010
0.000
Rect 3.5 10
0.0
0.000
Presize 423 17.5
0.402
`
0.398
---Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0
52
r
Trunk 0.0003 15.2
261
0.000
Up: ST -290 55 20
0.008 :,
s^
0.000
Rect 4.0 10
0.0
�;
0.000
Presize 362 20
0.401
0.399
MA ..ARemington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 M Page 5
Manual D Ductsize Data - Duct System 1 - Supply (cont'd)
---Duct Name, etc.
Trunk 0.0003 15.2
218
Type
Roughness
Diameter
Velocity
SPL.Duct
Upstream
Temperature
Width
Loss/100
SPL. Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7
Trunk 0.0003 15.2
218
0.000
Up: ST -200 128 20
0.005
0.000
Rect 0.7 10
0.0
0.000
Presize 303 3.3
0.401
0.399
---Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0
Trunk 0.0003 22.4
Trunk 0.0003 15.2
171
0.000
Up: ST -320 128 20
0.003
0.000
Rect 4.0 10
0.0
0.000
Presize 238 20
0.401
0.399
---Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5
Trunk 0.0003 12.9
125
0.000
Up: ST -270 55 14
0.003
0.000
Rect 2.5 10
0.0
0.000
Presize 121 10
0.401
0.399
---Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3
Trunk 0.0003 12.9
80
0.000
Up: ST -170 128 14
0.001
0.000
Rect 1.3 10
0.0
0.000
Presize 78 5.3
0.401
0.399
---Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 187.2
Trunk 0.0003 22.4
402
0.000
Up: Fan 55 25
0.010
0.019
Rect 0.8 17
186.3
0.319
Presize 1,187 5.8
0.403
0.397
---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3
Trunk 0.0003 15.2
454
0.001
Up: SMT -100 55 20
0.021
0.000
Rect 2.3 10
0.0
0.001
Presize 631 11.7
0.403
0.397
---Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7
Trunk 0.0003 16.9
320
0.000
Up: SMT -100 55 25
0.011
0.000
Rect 2.7 10
0.0
0.000
Presize 556 15.6
0.403
0.397
---Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3
Trunk 0.0003 15.2
350
0.000
Up: ST -120 55 20
0.013
0.000
Rect 2.3 10
0.0
0.000
Presize 486 11.7
0.403
0.397
---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8
Trunk 0.0003 12.9
309
0.000
Up: ST -230 55 14
0.013
0.000
Rect 1.8 10
0.0
0.000
Presize 300 7.3
0.402
0.398
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Manual D Ductsize Data - Duct System 1 - Supply (cont'd)
---Duct Name, etc.
Trunk 0.0003 12.9
245
Type
Roughness
Diameter
Velocity
SPL.Duct
Upstream
Temperature
Width
Loss/100
SPL. Fit
Shape
Length
Height
Fit. Eq. Len
S PL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7
Trunk 0.0003 12.9
245
0.000
Up: ST -180 128 14
0.008
0.000
Rect 0.7 10
0.0
0.000
Presize 238 2.7
0.401
0.399
---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 68.8
Runout 0.0003 6
331
0.007
Up: ST -130 128 4.7
0.030
0.014
Rnd 23.5 6.6
45.3
0.021
Presize 65 36.9
0.382
0.418
---Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0
Trunk 0.0003 15.2
328
0.000
Up: ST -130 55 20
0.012
0.000
Rect 1.0 10
0.0
0.000
Presize 455 5
0.402
0.398
---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective
Length: 76.3
Runout 0.0003 6
331
0.009
Up: ST -150 128 4.7
0.030
0.014
Rnd 31.0 6.6
45.3
0.023
Presize 65 48.7
0.378
0.422
---Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8
Trunk 0.0003 12.9
178
0.000
Up: ST -310 128 14
0.004
0.000
Rect 1.8 10
0.0
0.000
Presize 173 7.3
0.401
0.399
---Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 2.8
Trunk 0.0003 12.9
309
0.000
Up: ST -140 55 14
0.013
0.000
Rect 2.8 10
0.0
0.000
Presize 300 11.3
0.402
0.398
---Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0
Trunk 0.0003 15.2
305
0.000
Up: ST -210 55 20
0.010
0.000
Rect 4.0 10
0.0
0.000
Presize 423 20
0.402
0.398
---Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 27.4
Runout 0.0003 6
331
0.001
Up: ST -160 128 4.7
0.030
0.007
Rnd 3.8 6.6
23.6
0.008
Presize 65 6
0.393
0.407
---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-1, 4-H, Effective Length:
65.0`
Runout 0.0003 7
348 " "
0.006
Up: ST -350 55 5.4
0.030
0.014
Rnd 18.7 7.7
46.3 W!'C�," +
0.019
Presize 93 34.2
0.382.
0.418
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
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L.vrr nvmt. r-vaas este zoware ueveiopment, c.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CD 80125 � Page 7
Manual D Ductsize Data - Duct System 1 - Supply (contio
---Duct Name, etc,
7
Runout
0.0003
7
Type
Roughness
Diameter
Velocity
SPL.Duct
Upstream
Temperature
Width
Loss/100
SPL.Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 95.3
7
Runout
0.0003
7
348
0.007
Up: ST -340
55
5.4
0.030
0.021
Rnd
24.8
7.7
70.5
0.028
Presize
93
45.5
0.373
0.427
---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings:
2-I, 4-G, Effective
Length: 87.2
0.022
Runout
0.0003
7
348
0.007
Up: ST -300
55
5.4
0.030
0.019
Rnd
24.8
7.7
62.4
0.026
Presize
93
45.5
0.376
0.424
---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 80.4
7.7
Runout
0.0003
7
262
0.005
Up: ST -200
55
5.4
0.018
0.009
Rnd
29.5
7.7
50.9
0.014
Presize
70
54.1
0.387
0.413
---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 82.9
Runout 0.0003
7
262
0.006
Up: ST -330 55
5.4
0.018
0.009
Rnd 32.0
7.7
50.9
0.015
Presize 70
58.6
0.388
0.412
---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 81.3
Fittings: 2-I, 4-G, Effective Length: 87.3
Runout
0.0003
7
262
Up: ST -120
55
5.4
0.018
Rnd
26.7
7.7
54.7
Presize
70
48.9
0.388
---Duct Name: SR -160, Supplies: Master Bedroom,
Fittings: 2-I, 4-G, Effective Length: 87.3
Runout
0.0003
7
296
Up: ST -320
55
5.4
0.022
Rnd
31.0
7.7
56.3
Presize
79
56.8
0.382
---Duct Name: SR -170, Supplies: Master Bedroom,
Fitting: 2-I, Effective Length:
64.0
Runout
0.0003
7
296
Up: ST -170
55
5.4
0.022
Rnd
31.0
7.7
33.0
Presize
79
56.8
0.387
---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 51.7
Runout
0.0003
5
139
Up: ST -270
55
3.9
0.009
Rnd
15.0
5.5
36.7
Presize
19
19.6
0.396
---Duct Name: SR -190, Supplies: WC, Fittings: 4-G,
2-I, Effective Length: 33.2
Runout
0.0003
4
149
Up: ST -160
128
3.1
0.012
Rnd
7.7
4.4
25.5
Presize
13
8
0.397
0.005
0.010
0.015
0.412
0.007
0.013
0.019
0.418
0.007
0.007
0.014
0.413
0.001
0.003
0.005
0.404
0.001
0.003
0.004
0.403
MA ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 Page 8
Manual D Ductsize Data - Duct System 1 - Supply (cont'd)
---Duct Name, etc.
Runout 0.0003 5
447
Type
Roughness
Diameter
Velocity
SPL.Duct
Upstream
Temperature
Width
Loss/100
SPL. Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 42.3
Runout 0.0003 5
447
0.005
Up: ST -290 55 3.9
0.071
0.025
Rnd 7.5 5.5
34.8
0.030
Presize 61 9.8
0.372
0.428
---Duct Name: SR -210, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 35.7
Runout 0.0003 4
Runout 0.0003 5
169
0.000
Up: ST -350 55 3.9
0.013
0.004
Rnd 3.7 5.5
32.0
0.005
Presize 23 4.8
0.397
0.403
---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 50.2
Runout 0.0003 6
346
0.004
Up: ST -330 55 4.7
0.036
0.014
Rnd 12.2 6.6
38.1
0.018
Presize 68 19.1
0.385
0.415
---Duct Name: SR -230, Supplies: Bedroom 2, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 65.9
Runout 0.0003 5
271
0.007
Up: ST -340 55 3.9
0.029
0.012
Rnd 25.0 5.5
40.9
0.019
Presize 37 32.7
0.382
0.418
---Duct Name: SR -240, Supplies: Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective
Length: 45.0
Runout 0.0003 5
169
0.001
Up: ST -240 55 3.9
0.013
0.004
Rnd 10.8 5.5
34.2
0.006
Presize 23 14.2
0.396
0.404
---Duct Name: SR -250, Supplies: Bedroom 2, Fittings: 2-I, 4-H, Effective Length: 55.3
Runout 0.0003 5
271
0.008
Up: ST -220 55 3.9
0.029
0.008
Rnd 26.8 5.5
28.5
0.016
Presize 37 35.1
0.386
0.414
---Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 57.8
Runout 0.0003 5
249
0.006
Up: ST -300 128 3.9
0.023
0.008
Rnd 24.2 5.5
33.7
0.013
Presize 34 31.6
0.389
0.411
---Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 50.1
Runout 0.0003 5
257
0.001
Up: ST -270 128 3.9
0.024
0.011
Rnd 2.7 5.5
47.5
0.012
Presize 35 3.5
0.389
0.411
---Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-H, Effective Length: 25.1
Runout 0.0003 4
264
0.001
Up: ST -320 128 3.1
0.033
0.008
Rnd 1.5 4.4
23.6
0.008
Presize 23 1.6
0.393
0.407
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5225 Pierson Ct
Littleton CO 80125
Page 9
Manual D Ductsize Data - Duct System 1 - Supply (cont'd)
---Duct Name, etc.
Type Roughness Diameter Velocity
SPL.Duct
Upstream Temperature Width Loss/100
SPL.Fit
Shape Length Height Fit.Eq.Len
SPL.Tot
Sizing CFM Area SP,Avail
SPL.Cumul
---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 58.9
Runout 0.0003 7 262
0.005
Up: ST -110 55 5.4 0.018
0.006
Find 26.8 7.7 32.1
0.011
Presize 70 49.2 0.392
0.408
---Duct Name: SR -350, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 50.6
Runout 0.0003 6 331
0.003
Up: ST -280 128 4.7 0.030
0.012
Rnd 10.7 6.6 39.9
0.015
Presize 65 16.8 0.386
0.414
---Duct Name: ST -340, Feeds Into: Unfinished Basement, Effective Length: 1.0
Trunk 0.0003 12.9 277
0.000
Up: ST -280 55 14 0.010
0.000
Rect 1.0 10 0.0
0.000
Presize 269 4 0.401
0.399
---Duct Name: ST -350, Feeds Into: Unfinished Basement, Effective Length: 1.0
Trunk 0.0003 12.9 119
0.000
Up: ST -240 55 14 0.002
0.000
Rect 1.0 10 0.0
0.000
Presize 116 4 0.401
0.399
Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature:
F
Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at
the exit.
The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout
upstream
with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk
include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return
side.
Summary
Number of active trunks: 25
Number of active runouts: 24
Total runout outlet airflow: 1,350
Main trunk airflow: 1,187
Largest trunk diameter: 22.4 SMT -100
Largest runout diameter: 7 SR -100
Smallest trunk diameter: 12.9 ST -310
Smallest runout diameter: 4 SR -190
Supply fan external static pressure: 0.800
Supply fan device pressure losses: 0.300
Supply fan static pressure available: 0.500
Runout maximum cumulative static pressure loss: 0.428 SR -200
Return loss added to supply: 0.078
Total effective length of return ( ft.): 317.4 Mstr High B
Total effective length of supply ( ft.): 240.0 SR -200
Overall total effective length ( ft.): 557.4 Mstr High B to SR -200
Design overall friction rate per 100 ft.: 0.090 (Available SP x 100 /TEL)
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 M Page 10
Manual D Ductsize Data - Duct System 1 - Supply (cont'd)
Summar
System duct surface area (No Scenario): 971.8
Total system duct surface area: 971.8
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 M Page 11
Manual D Ductsize Data
- Duct System
1 - Return
Trunk 0.0003 16.9
275
Duct Name, etc.
Up: RT -220 75 25
0.008
0.000
Rect 1.0 10
Type e
Roughness
Diameter
Velocity
SPL.Duct
Upstream Temperature
Width
Loss/100
SPL.Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
CFM
Area
SP.Avail
SPL.Cumul
---Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0
Trunk 0.0003 16.9
275
0.000
Up: RT -220 75 25
0.008
0.000
Rect 1.0 10
0.0
0.000
Presize 478 5.8
-0.025
0.008
---Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8
Trunk 0.0003 16.9
275
0.000
Up: RT -180 75 25
0.008
0.000
Rect 0.8 10
0.0
0.000
Presize 478 4.9
0.025
0.053
---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5
Trunk 0.0003 16.9
275
0.000
Up: RT -170 75 25
0.008
0.000
Rect 3.5 10
0.0
0.000
Presize 478 20.4
-0.025
0.009
---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8
Trunk 0.0003 16.9
275
0.000
Up: RT -120 75 25
0.008
0.000
Rect 1.8 10
0.0
0.000
Presize 478 10.7
-0.025
0.009
---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2
Trunk 0.0003 15.2
212
0.000
Up: RT -200 75 20
0.005
0.000
Rect 1.2 10
0.0
0.000
Presize 295 5.8
-0.024
0.076
---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8
Trunk 0.0003 15.2
162
0.000
Up: RT -160 75 20
0.003
0.000
Rect 1.8 10
0.0
0.000
Presize 225 9.2
-0.024
0.076
---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5
Trunk 0.0003 15.2
108
0.000
Up: RT -150 75 20
0.002
0.000
Rect 1.5 10
0.0
0.000
Presize 150 7.5
-0.024
0.076
---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7
Trunk 0.0003 15.2
54
0.000
Up: RT -140 75 20
0.000
0.000
Rect 6.7 10
0.0
0.000
Presize 75 33.3
-0.024
0.076
---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 166.6
Trunk 0.0003 18.6
648
0.000
Up: Fan 75 25
0.031
0.051
Rect 1.0 12
165.6
0.052
Presize 1,350 6.2
-0.026
0.078
MA ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 Page 12
Manual D Ductsize Data - Duct System 1 - Return (cont'd)
---Duct Name, etc.
Runout
Trunk 0.0003 15.2
371
Type
Roughness
Diameter
Velocity
SPL.Duct
Upstream
Temperature
Width
Loss/100
SPL.Fit
Shape
Length
Height
Fit.Eq.Len
SPL.Tot
Sizing
QFM
Area
SP.Avail
SPL.Cumul
---Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0
Runout
Trunk 0.0003 15.2
371
0.000
Up: RMT -100 75 20
0.014
0.000
Rect 1.0 10
0.0
0.000
Presize 515 5
-0.026
0.077
---Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5
Effective Length: 33.2
Presize
Trunk 0.0003 16.9
481
0.001
Up: RMT -100 75 25
0.021
0.000
Rect 2.5 10
0.0
0.001
Presize 835 14.6
0.025
-0.044
---Duct Name: RT -190, Feeds From: Unfinished Basement, Effective Length: 7.3
Runout
Trunk 0.0003 12.2
403
0.002
Up: RT -230 75 16
0.022
0.000
Rect 7.3 8
0.0
0.002
Presize 358 29.3
-0.023
0.007
---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F,
Effective Length: 33.2
Presize
Runout 0.0003 8
430
0.004
Up: RT -110 75 6.2
0.036
0.008
Rnd 12.0 8.7
21.2
0.012
Presize 150 25.1
-0.014
0.012
---Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 15.0
Runout
Trunk 0.0003 15.2
263
0.001
Up: RT -110 75 20
0.008
0.000
Rect 15.0 10
0.0
0.001
Presize 365 75
-0.025
0.076
---Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7
0.007
Presize
Trunk 0.0003 12.9
367
0.000
Up: RT -120 75 14
0.017
0.000
Rect 1.7 10
0.0
0.000
Presize 357 6.7
-0.025
0.006
---Duct Name: Kitchen Low, Returns From: Kitchen/Dining, Fitting: 6-F, Effective Length: 30.5
Runout
0.0003
12.2
403
0.000
Up: RT -190
75
16
0.022
0.007
Rect
0.5
8
30.0
0.007
Presize
358
2
-0.016
0.007
---Duct Name: BR 3 High, Returns From: Study, Fitting: 6-F, Effective Length: 29.3
Runout
0.0003
7
172
0.001
Up: RT -230
75
5.4
0.008
0.001
Rnd
14.8
7.7
14.5
0.002
Presize
46
27.2
-0.022
0.002
---Duct Name: Study
High, Returns From: Bedroom
2, Fitting: 6-F, Effective Length: 34.6
Runout
0.0003
7
277
0.004
Up: RT -230
75
5.4
0.019
0.003
Rnd
18.3
7.7
16.3
0.007
Presize
74
33.6
-0.018
0.007
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton CO 80125 E Pae 13
Manual D Ductsize Data - Duct System 1 - Return (cont'd)
---Duct Name, etc.
Type Roughness Diameter Velocity SPL.Duct
Upstream Temperature Width Loss/100 SPL.Fit
Shape Length Height Fit.Eq.Len SPL.Tot
Sizing CFM Area SP.Avail SPL.Cumul
---Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 47.3
Runout 0.0003 7 262 0.002
Up: RT -160 75 5.4 0.017 0.007
Rnd 10.0 7.7 37.3 0.008
Presize 70 18.3 -0.016 0.008
---Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 47.3
Runout 0.0003 7 262 0.002
Up: RT -200 75 5.4 0.017 0.007
Rnd 10.0 7.7 37.3 0.008
Presize 70 18.3 -0.016 0.008
---Duct Name: Mstr High B, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 123.6
Runout 0.0003 7 281 0.003
Up: RT -130 75 5.4 0.020 0.021
Rnd 17.2 7.7 106.4 0.024
Presize 75 31.5 0.000 0.024
---Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 97.9
Runout 0.0003 7 281 0.003
Up: RT -140 75 5.4 0.020 0.016
Rnd 17.3 7.7 80.6 0.019
Presize 75 31.8 -0.005 0.019
---Duct Name: Mstr High A, Returns From: Master Bedroom, Fittings: 12-S, 6-G, 6-C, Effective Length: 53.4
Runout 0.0003 7 281 0.003
Up: RT -150 75 5.4 0.020 0.007
Rnd 15.5 7.7 37.9 0.011
Presize 75 28.4 -0.014 0.011
---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 33.5
Runout 0.0003 12.9 367 0.000
Up: RT -210 75 14 0.017 0.006
Rect 0.7 10 32.9 0.006
Presize 357 2.7 -0.019 0.006
Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F
Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit.
The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream
with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk
include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return
side.
Summar
Number of active trunks: 14
Number of active runouts: 10
Total runout outlet airflow: 1,350
Main trunk airflow: 1,350
Largest trunk diameter: 18.6 RMT -100
Largest runout diameter: 12.9 Foyer High
Smallest trunk diameter: 12.2 RT -190
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
., ,
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads
Elite Software Development, Inc.
Smith & Willis HVAC LLC
E
Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton CO 80125
Page 14
Manual D Ductsize Data - Duct System 1 - Return
cont'd
Summar....
Smallest runout diameter: 7
BR 3 High
Runout maximum cumulative static pressure loss: 0.024
Mstr High B
Return loss added to supply: 0.078
Total effective length of return ( ft.): 317.4
Mstr High B
System duct surface area (No Scenario): 453.3
Total system duct surface area: 453.3
-- ---
Notes
Rhvac is an ACCA approved Manual J and Manual D computer program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and
ACCA Manual D.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at
your design conditions.
., ,
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac • Residential & Light Commercial HVAC Loads
Elite Software Development, Inc.
Smith & Willis HVAC LLC
Remington
Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125
Page 15
Total BuiVing Summary Loads
Component
Area
Sen
Lat
Sen
Total
Description
Quan
Loss
Gain
Gain
Gain
Remington: Glazing-Remington Windows, u-value 0.3,
467.3
9,678
0
12,826
12,826
SHGC 0.3
Remington Door: Door-U=0.2
17.8
246
0
89
89
R23: Wall-Frame, Custom, 2x6" Exterior Wall R23
2318.7
9,918
0
2,057
2,057
R11 Draped-9: Wall-Basement, Custom, R11 Draped
729.9
2,576
0
5
5
R11 Draped-8: Wall-Basement, Custom, R11 Draped
828.7
2,987
0
44
44
R11 Draped-6: Wall-
157.1
597
0
28
28
R11 Draped-5: Wall-Basement, Custom, R11 Draped
120.7
473
0
30
30
16B-50: Roof/Ceiling-Under Attic with Insulation on Attic
2151.8
2,969
0
2,110
2,110
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark
Asphalt Shingles or Dark Metal, Tar and Gravel or
Membrane, R-50 insulation
R50: Floor -Over open crawl space or garage, Custom, R
11.5
18
0
2
2
50 Exposed Floor
21 A-32-c: Floor-Basement, Concrete slab, any thickness,
2140.2
2,954
0
0
0
2 or more feet below grade, no insulation below floor,
carpet covering, shortest side of floor slab is 32' wide
Subtotals for structure:
32,416
0
17,191
17,191
People:
3
600
690
1,290
Equipment:
0
1,600
1,600
Lighting:
0
0
0
Ductwork:
0
0
0
0
Infiltration: Winter CFM: 143, Summer CFM: 132
8,687
-3,126
2,207
-919
Ventilation: Winter CFM: 0, Summer CFM: 0
0
0
0
0
Humidification (Winter) 11.49 gal/day :
4,212
0
0
0
AED Excursion:
0
0
3,016
3,016
Total Building Load Totals:
45,315
-2,526
24,704
22,178
Check Figures
Total Building Supply CFM: 1,187
CFM Per Square ft.:
0.276
Square ft. of Room Area: 4,293
Square ft.
Per Ton:
2,323
Volume (ft3) of Cond. Space: 43,700
Building Loads
Total Heating Required Including Ventilation Air: 45,315
Btuh
45.315
MBH
Total Sensible Gain: 24,704
Btuh
100
%
Total Latent Gain: -2,526
Btuh
0
%
Total Cooling Required Including Ventilation Air: 24,704
Btuh
2.06
Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J and Manual D computer
program.
Calculations are performed per ACCA Manual J 8th Edition, Version
2, and
ACCA Manual D.
All computed results are estimates as building use and weather
may vary.
Be sure to select a unit that meets both sensible and latent loads
according
to the manufacturer's performance data at
your design conditions.
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac • Residential & Light Commercial HVAC Loads
Elite Software Development, Inc.
Smith & Willis HVAC LLC
M
Remington
Homes - Quail
Ridge - 5225 Pierson Ct
Littleton CO 80125
Pae 16
System 1 Whole House System Summary Loads
Component
Area
Sen
Lat
Sen Total
Description
Quan
Loss
Gain
Gain Gain
Remington: Glazing-Remington Windows, u-value 0.3,
467.3
9,678
0
12,826 12,826
SHGC 0.3
Remington Door: Door-U=0.2
17.8
246
0
89 89
R23: Wall-Frame, Custom, 2x6" Exterior Wall R23
2318.7
9,918
0
2,057 2,057
R11 Draped-9: Wall-Basement, Custom, R11 Draped
729.9
2,576
0
5 5
R11 Draped-8: Wall-Basement, Custom, R11 Draped
828.7
2,987
0
44 44
R11 Draped-6: Wall-
157.1
597
0
28 28
R11 Draped-5: Wall-Basement, Custom, R11 Draped
120.7
473
0
30 30
16B-50: Roof/Ceiling-Under Attic with Insulation on Attic
2151.8
2,969
0
2,110 2,110
Floor (also use for Knee Walls and Partition
Ceilings), Vented Attic, No Radiant Barrier, Dark
Asphalt Shingles or Dark Metal, Tar and Gravel or
Membrane, R-50 insulation
R50: Floor -Over open crawl space or garage, Custom, R
11.5
18
0
2 2
50 Exposed Floor
21 A-32-c: Floor-Basement, Concrete slab, any thickness,
2140.2
2,954
0
0 0
2 or more feet below grade, no insulation below floor,
carpet covering, shortest side of floor slab is 32' wide
Subtotals for structure:
32,416
0
17,191 17,191
People:
3
600
690 1,290
Equipment:
0
1,600 1,600
Lighting:
0
0 0
Ductwork:
0
0
0 0
Infiltration: Winter CFM: 143, Summer CFM: 132
8,687
-3,126
2,207 -919
Ventilation: Winter CFM: 0, Summer CFM: 0
0
0
0 0
Humidification (Winter) 11.49 gal/day :
4,212
0
0 0
AED Excursion:
0
0
3,016 3,016
System 1 Whole House System Load Totals:
45,315
-2,526
24,704 22,178
Check Figures
Supply CFM: 1,187
CFM Per Square ft.:
0.276
Square ft. of Room Area: 4,293
Square ft. Per Ton:
2,323
Volume (ft3) of Cond. Space: 43,700
System Loads
Total Heating Required Including Ventilation Air: 45,315
Btuh
45.315
MBH
Total Sensible Gain: 24,704
Btuh
100
%
Total Latent Gain: -2,526
Btuh
0
%
Total Cooling Required Including Ventilation Air: 24,704
Btuh
2.06
Tons (Based On Sensible + Latent)
Notes
Rhvac is an ACCA approved Manual J and Manual D computer
program.
Calculations are performed per ACCA Manual J 8th Edition, Version 2, and
ACCA Manual
D.
All computed results are estimates as building use and weather
may vary.
Be sure to select a unit that meets both sensible and latent loads according
to the manufacturer's performance data at
your design conditions.
City of
Wheat Ridge
Building Div,son
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc.
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 N Paae 17
Equipment Data - System 1 - Whole House System
Cooling
System Type:
Outdoor Model:
Indoor Model:
Tradename:
Outdoor Manufacturer:
AHRI Reference No.:
Nominal Capacity:
Efficiency:
Heating
System Type
Model:
Tradename:
Manufacturer
Description:
Capacity:
Efficiency:
Standard Air Conditioner
CA13NA036****C
CNPV*4221 AL*+TDR
CARRIER AIR CONDITIONING
CARRIER AIR CONDITIONING
6395682
34000
13 SEER
Natural Gas Furnace
59SC2C080S21--20
Carrier
CARRIER CORPORATION
Natural Gas or Propane Furnace
75000
92.1 AFUE
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
vac - Residential & Light Commercial
HVAC
Loads
Elite Software
Development,
Inc.
ith & Willis HVAC LLC
Sitti
Remington Homes - Quail Ridge - 5225 Pierson Ct
eton, CO 80125
Pae 18
System 1 Room Load Summary
Htg Min
Run Run
Clg Cig
Min
Act
Room
Area
Sens Htg
Duct Duct
Sens Lat
Clg
Sys
No Name
SF
Btuh CFM
Size Vel
Btuh Btuh
CFM
CFM
---Zone 1---
1 Laundry
75
1,499 32
5
1,276 -177
73
61
2 Foyer
204
1,506 33
6
1,425 -98
81
68
3 Bedroom 2
168
2,761 60
5,5 -
1,559 -98
89
75
4 Bath
73
1,566 34
5
522 -195
30
34
5 Study
132
1,498 32
5,5
947 -121
54
45
6 Kitchen/Dining
418
5,238 113
7,7,7
5,838 -442
332
280
7 Mud Room
76
1,050 23
4
368 -114
21
23
8 Great Room
513
7,138 155
7,7,7,7 -
5,840 -501
333
281
9 Master Bedroom
264
3,882 84
7,7
3,272 -185
186
157
10 Master Bath
111
816 18
5
390 -68
22
19
11 WC
20
597 13
4
232 -64
13
13
12 Mstr WIC
99
1,621 35
5
492 -215
28
35
13 Unfinished
2,140
11,931 258
6,6,6,6
2,543 -248
145
258
Basement
Humidification
4,212
System 1 total
4,293
45,315 890
24,704 -2,526
1,407
1,187
System 1 Main Trunk Size:
25x17 in.
Velocity:
402 ft./min
Loss per 100 ft.:
0.010 in.wg
Duct size results above are
from Manual D Ductsize.
Runout duct velocities are not printed with duct size results from
Manual D Ductsize
since they can vary within
the room.
See the Manual D Ductsize report for duct
velocities and other data.
Cooling System Summa..
Cooling
Sensible/Latent
Sensible
Latent
Total
Tons
Split
Btuh
Btuh
Btuh
Net Required:
2.06
111% / -11%
24,704
-2,526
24,704
Actual:
2.83
100%/0%
34,000
0
34,000
F Equipment Data
Heatino System
Cooling System
Type:
Natural Gas Furnace
Standard Air Conditioner
Model:
59SC2C080S21--20
CA13NA036****C
Indoor Model:
CNPV*4221AL*+TDR
Brand:
Carrier
CARRIER AIR CONDITIONING
Description:
Natural Gas or Propane Furnace
Efficiency:
92.1 AFUE
13 SEER
Sound:
Capacity:
75000
34000
Sensible Capacity:
n/a
34,000 Btuh
Latent Capacity:
n/a
0 Btuh
AHRI Reference No.:
n/a
6395682
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
--Residential
Rhvac & Light Commercial
HVAC Loads
Elite Software Development, Inca
Smith & Willis HVAC LLC
Remington Homes - Quail Ridge
- 5225
Pierson Ct
Littleton, CO 80125
Page 19
Building Rotation Report
All rotation degree values in this report are clockwise with respect
to the project's
original orientation.
Building orientation as entered
(zero degrees
rotation): House
faces East
Individual Rooms
00
450
900
1350
1800
2250
2700
3150
High
Rm. Room
Rot.
Rot.
Rot.
Rot.
Rot.
Rot.
Rot.
Rot.
Duct
No. Name
CFM
CFM
CFM
CFM
CFM
CFM
CFM
CFM
Size
System 1:
Zone 1:
1 Laundry
61
60
61
61
*62
55
52
54
5
2 Foyer
68
72
71
*76
73
65
56
62
6
3 Bedroom 2
75
97
*120
89
65
85
111
92
5,5
4 Bath
34
34
*42
34
34
34
38
34
5
5 Study
45
66
*85
58
35
55
79
63
5,5
6 Kitchen/Dining
*280
271
262
266
274
271
270
276
7,7,7
7 Mud Room
*23
23
23
23
23
23
23
23
4
8 Great Room
281
236
187
239
*285
253
212
250
7,7,7,7
9 Master Bedroom
157
133
108
135
*160
142
121
141
7,7
10 Master Bath
19
28
*40
32
23
30
37
27
5
11 WC
13
17
*25
20
14
19
23
16
4
12 Mstr WIC
*35
35
35
35
35
35
35
35
5
13 Unfinished
Basement
*258
258
258
258
258
258
258
258
6,6,6,6
* Indicates highest CFM of all rotations.
Whole Building
Rotation House
Supply
Sensible
Latent
Net
Degrees Faces
CFM
Gain
Gain
Tons
0° East
*1,187
*24,704
*-2,526
*2.06
45° Southeast
1,187
23,619
-2,526
1.97
90° South
1,187
18,288
-2,526
1.52
135° Southwest
1,187
20,697
-2,526
1.72
1800 West
1,187
21,347
-2,526
1.78
2250 Northwest
1,187
21,848
-2,526
1.82
270° North
1,187
19,742
-2,526
1.65
315° Northeast
1,187
23,660
-2,526
1.97
* Indicates highest value of all rotations.
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Rhvac - Residential & Light Commercial HVAC Loads y Elite Software Development, Inca
Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
Littleton, CO 80125 Page 20
Building Rotation Report cont'd
Building Rotation Tonnage
2.0 .................................................................................................
1.9...... ....... ....... .......... ....... ....................... .............. .............. .. ........
0
1.8....................... .....................................
............
c
0
tg
1.7 ............................... ....... ......... .... ....... ....... ........................ I.......
1.6............. ....................................... ........ .......................................
1.5
East Southeast South Southwest West Northwest North Northeast
Direction House Faces
—� Buildinq Net Tonnaqe
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
FRhva -Residential&Light Commercial HVAC Loads Elite Software Developmen#, inc.
&Willis HVAC LLC Remington Homes - Quail Ridge - 5225 Pierson Ct
n, CO 80125 M Page 21
Building Rotation Report cont'd
Building Rotation Hourly Net Gain
13,000
8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm
Time of Day
—f— House faces East
House faces Southeast
House faces South
House faces Southwest
House faces West
—,►— House faces Northwest
■ House faces North
House faces Northeast
M:\ ...\Remington Ho ... erson Ct.rhv Wednesday, November 15, 2017, 2:38 PM
Manual S
Remington Homes
Quail Ridge
5225 Pierson Ct
NOTE: Manual D Data from Elite Software Duct Sizing Program.
Equipment:
Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE
Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer
Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton)
Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) -
Report Units: Pressure: in_wg, Duct lengths: feet, Dud sizes: inch, Airflow: CFM, Velocity ftJmin, Temperature: F
Notes: Static pressure available values for return ducts are at the entrance of the dud. For supply, they are at the e)at.
The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream
with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk
include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return
side.
Su mmar
Number of active trunks: 25
Number of active runouts: 24
Total runout outlet airflow:
1,350
Main trunk airflow:
1,187
Largest trunk diameter:
22.4
SMT -100
Largest runout diameter:
7
SR -100
Smallest trunk diameter:
12.9
ST -310
Smallest runout diameter
4
SR -190
Supplyfan external static pressure:
0.800
Supplyfan device pressure losses:
0-300
Supplyfan static -pressure available-
0.500
Runout maximum cumulative static pressure loss:
0.428
SR -200
Return lass added to supply
0'.078
Total effective length of return ( ft_):
317.4
Mstr High B
Total effective length of supply( ft:):
240.0
SR -200
Overall total effective length ( ft_):
5157.4
Mstr High Bto SR -200
Design overall friction rats per 100 ft,
0.090
(Available SP'x 100 /TEL
System duct surface area (No Scenario):
971.8
Total system dud surface area:
971.8
City of
/heat Ridge
Heat Rise Used on the Program- 58° F
Heating Capacity and Efficiency
Return Air
Connection
40-
040.12
1 OGO-12
06l
080-1
80-
100-16
10 -20
•20
Input
High Heat
(BTJH)
40,000
40,000
6Q000
60,000
80.000
O,OD :
100,000
100,000
120,000
outputHigh
Heat
( UH)
37,000
37,000
56,000
56,000
75,000
75,000 ._
93,000
93,000
112,000
Ge iced Tempera ure
Rise Range IF (°C)
High Heat
40-70
(22-39)
(19 - 36)
-4O--7U- -35
(22 - 39)
- 6
(19 - 36)
35-6.5
(19 - 36)
35-65
(19 - 36) r
4 - 0
(22-39)
40 -
(22-39)
4 -
(25-42)
Fan Performance
AIR DELIVERY - CFM (BOTTOM RETURN NVITH FILTER)
Furnace
Return Air
Connection
Wire Lead
Color
Cooling
Tons
CFM /
Ton
Test Airflow Delivery @ Various External S
0.1 0.2 D.3 0.4 0.5 0.6 0.7
08
ssures
0.9 1
040-10
SIDE/'BOTTOM
Black
2.5
388
1145
1100
1060
1015
970
920
860
080
615
Blue 2.0 413 970 940 905 870 825 775 730 675 570
505
Yellow 2.0 385 910 880 845 810 770 725 675 600 535
475
Red 1.5 397 725 695 665 635 595 555 510 460 390
340
060-12
SIDE/BOTTOM
Black
3.0
385
1215
1205
1205
1195
1155
11DO
1045
975
910
805
Blue 2.5 370 980 9851 980 91551 925 880 835 7801 695
585
Yellow 2.0 425 910 920 905 880 850 815 765 695 630
545
Red
Black
1 5
3.D
430
380
750
1365
730
1310
706
1255
680
1200
645
1140
605
1080
555
1015
950
8001
795
040-12
SIDE/BOTTOM
Yellow
2.5
418
1245
1200
1150
1100
1045
990
900
855
790
730
Orange 2.5 366 1050 1025 985 950 915 870 820 760 705
655
Blue 2.0 435 980 955 935 905 870 830 780 725 675
625
Red 1.5 437 720 705 690 675 655 625 590 1 555 525
485
D60-16
S1DE(BOTTOM
Black
4.0
376
1600
1545
1505
1475
1,505
1445
1400
1330
1235
1140
Yellow 3.5 377 1380 1340 133.5 1330 1320 1285 1225 1155 1085
1000
Blue 3-0 387 1190 1185 1195 1195 1160 1125 1075 1015 950
865'
Red 2.5 394 1030 1025 1030 1010 g85 940 006 805
735
080-16
SIDE/BOTTOM
Black
4.0
389
1650
1620
1640
1605
1555
1495
1425
1345
1255
1165
Yellow 3.5 381 1420 1425 1400 13701 13351 1290 1230 1170 1095
1015
Orange 3.0 3831 1205 1205 1185 1165 11501 1100 1055 1000 935
870
Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795
735
Red 2.0 380 850 825 805 785 760 725 695 655 600
545
TWO -SIDES BOTTOM 4. 4,5
Black
5.0
377
2225
2160
2070
1960
1885
1790
1690'1575'
11460
1345
080-20
Yellow 4.0 386 169D 1665 1640 1595 1545 1485 14101:1330 11235
1135
Oran 9 a 3.5 397 1485 1470 1455 1430 1390 1340 12801 1205 11120
1035
Blue 2.5 426 1120 11,101 11010 1090 1065 1035 9901 935 1 870
805'
Red 2A 433, 940 920 910 890 866 830 790174511 690
625,
100-16
SIDE/BOTTOM
Black
4.0
373
1715
1660
1610
1555
1490
1420
1340
1245
1150
1065
Yellow 3.5 379 1535 1480 1435 1380 1325 1260 1160 1055 10' 0
9105.
Blue 3.0 367 1300 1255 1205 1160 1100 1035 970 905 810
730,1
Red 2.0 445 1110 1055 1005 955 690 835 770 690 610
535'
100-20
or
TWO -SIDES 4, 5
TWO -SIDES
Black
5A
394
2270
2205
2130
2055
1970
1880
1780
1670
1555
1425
Yellow 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460
1340
Blue CO 4161 1850 1815 1775 1725 16651 1600 1525 14351 1335
1225
Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190
1100
120.20
BOTTOM or
TWO-SIDES4,5
Black
5-0
410
2385
2310
2230
2150
2050
1920
1780
16501
1540
1415
Yellow 5-0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420
1305
Blue 4.0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310
1205
Red 3.5 414 16101 15851 1555 1515 1450 1395 1325 1250
NOTE:
1 . A filter is required for each return -air inlet. All performance includes a 3/4 -in. (19 mm) washable fitter mediasuch an contained in a factory -author-
ized accessory filter rack.. See accessory hot. To determine airflow performance without this filter, assume an additional 0.1 in. W.C. available external static
pressure_
2. ADJUST THE. BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION..
3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION.
4. Airflows over 1800 CFM require bottom return, tyro -aide return,. or bottom and aide return. A minimum filter sloe of 20' x 25" (508 x e35 mm) is required.
5. For upYlow applications, air entering from one side into troth the side of the furnace and a return air base counts as a aide and bottom return.
ff. All airflows that are shown in BOLD exceed 0.58 walla per CFM at the given external static pressure. ,, -
Evaporator Coil Static Pressure
PERFORNIANCE DATA (cont)
COIL STATIC PRESSURE DROP (in we.) PI-TRON0 AND R-22 REFRIGER-kNTTS
UNIT
Standard CFM
SIZE
400 1500 1 600 1 700 1 800 1 900
1 1000
1 1100
1 1200
1 1 300Ll
�40O
1500 1600 11700 1 1800 1900 2000 2100 2200
D,V
1814
0.078 10.114 10.156 10198 10.253 1
1
1
1
1
Wei
O.096 10.132 10.193 10.213 10.277 1
1
1
1
1
Dry
2414
0.070 10.103 10.143 0.192 10.23.3 10.290
1 0:-354
1
1
1
-
Wel
0.089 10.129 10.171 10.21410.M �O336 �&41J
I
Dry
2417
0.048 10.068 10-090 10.112 10.140 10 170
1 0,203
I
-263
--
Wet
0,064 10.091 10.122 10.150 10.188 Q224
0
1
Dry
3014
0.065 10.097 10.135 10.173 10.223 10.278
1 0.339
I 0.405
0.478
I
T-
Wei
0.078 10.114 10-160 10.206 10.260 10-321
10-388
10.461
10.540
1 1
1 1
Dry
3017
0,042 10.060 1 0.080 10.102 10.128 1015710,1
�SSO.222
10,259
1
Wet
-
0.055 10.076 10.104 10.127 10.158 10-190 10225
1
f
I
Dry
3617
0.043 10.061 1 0M2 JOAM 10,128 10,157
10.189
0.221
10259
10.299 10.341
T3617
wet
0.056 10.079 10.107 10.132 10.166 10.200
0.2 -50.276
10.315
10-361 10.413
Dry
3621
0.035 0.048 10.062 10.076 10.093 10111
10,132
1 0.15b
�,177
6,201 10.228
Wet
0.049 10.066 1 0.085 10.100 10.122 10-144
10,171
1 0.192
1 0.217
1 0,245 10.276
1 1 F I
1
0'
4221
DMO 10.041 JQ.G54 10-066 10.0-92 10,099 10119
1013?
10,158
10.180 -
0 2C5
0.231 1 0.259 1 1
T4221
wdr-
-
0.043 10.059 10.078 10.101 10.126 10.153 10.161
10107
10.234
10.260 10.288
10.319 10.354 1 1
--- -O
---1-
Dry
4821
1 GT6747 FO.F61 0.075 1 0-092 T 010
T 0.1-30
10,152
10.176 10.204
10.230 1 0,256 10.284 10.31814821 1 1 1
Wei
10.053 10.067 10.085 0.104
0.125
1 0.147
10,172
10200 10.228
10.259 1 0.2-2 10.327 10.365 1 1 1
Dry
4824
1 10.015 10.046 10.057 10-069 10.094
1 0.019T-0-1-1-97
0124 10.140
10.15S 1 0.175 10.195 0.214
-0 -9 -7 -To
Wet
I I O.032 10.050 10.066 10081 16
1-14
10.131
1 0.150 10.169
10.190 1 0Z1 10.233 10.257
MY
[T:6024
10.062 10, 0-13 10,094
1 0.09710,-,11
10,126 10.138
10.154 1 0-172 10. T9�0. 210 10228 10-251 10.273 10,293
W24
Wet
10.022 0.096
0.112 I
0.129T0.1-4-5
0,163 10.171
10.191 10212 10.235 10.258 10-263 0.310 0.336 0.366
City of
Wheat Ridge
Detailed cooling capacity
EVAPORATOR AIR
CONDENSER ENTERING All
75 (23.9)
85 (29.4)
95 (35)
CFM
EWB
-FCC)
72 (22.2)
Capacity MBtuh
Total Senst
40.22 21.00
Total
System
KW**
2.54
Capacity MStuh
Total Sens*
38.50 20.34
Total
System
KW *
0c :
2.79
Capacity MBtuh
Total I Sens*
Outdoor
36.66 19.65
Total
System
KW**
3.07
67 (19.4)
36.61
25.73
2.51
35.00
25.05
2.76
33.29
24.35
3.04
1050
63 (17.2)tt
34.02
24.88
2.49
32.50
24.20
2.74
30.89
23.49
3.02
62 (16.7)
33.42
30.44
2.49
31.97
29.75
2.74
30.45
29.01
3.02
57 (13.9)
32.55
32.55
2.48
31.38
31.38
2.73
30.12
30.12
3.02
72(22.2)
40.90
21.97
2,60
39.11
21.31
2.85
37.20
20.61
3.13
67 (19.4)
37.25
27.30
2.57
35.57
26.61
2.82
33.80
25.90
3.10
1200
63 (17.2)tt
34.63
26.36
2.55
33.04
25.66
2.80
31.38
24.94
3.08
62 (16.7)
34.19
32.60
2.55
32.73
31.85
2.80
31.24
31.24
3.08
57 (13.9)
33.87
33.87
2.55
32.61
32.61
2.80
31.27
31.27
3.08
72 (22.2)
41.40
22.89
2.66
39.55
22.22
2.91
37.60
-21.52
3.19
67 (19.4)
37.72
28.79
2.63
36.00
28,11
2.88
34.19
27.39
3.16
1350
63 (17.2)tt
35,09
27.77
2,61
33.47
27.07
2.86
31.76
26.34
3.14
62 (16.7)
34.90
34.90
2.61
33.63
33.63
2.86
32.22
32.22
3.15
57 (13.9) 1
34.96
1 34.96
2.61 1
33.64
33.64
2.86
32.23
1 32.23
3.15
Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's
Sensible Gain from Manual J = 24,704 BTUs
24,704/29,490 = .84 or 16% over
Note: The 2.5 ton only delivers 24,293 BTUs
City of
Wheat Ridge
Em
Will I: a=. 11
item
value
Standard Air Conditioner
Model Number (Combined)
CAI 3NA036� C+CNPXP422IAL1+TDR
Outdoor Model Number
CA13NA036*—C
Indoor Model Number
CNPV'4221ALI+TDR
Tradename
CARRIER AIR CONDITIONING
Outdoor Manufacturer
CARRIER AIR CONDITIONING
Indoor Manufacturer
Description
Comment
Nominal Capacity
Nominal Capacity High Speed
Nominal Capacity Low Speed
SEER
SEER High Speed
SEER Low Seed
EER
EER High Speed
EER Low Speed
Sound
AHRI Reference [lumber
Qualifying Tier
Sensible Capacity
Latent Capacity
Compressor Warranty
Coil Warranty
Parts Warranty
Labor Warranty
Microprocessor Warranty
5 years
5 years
5 years
5 years
34000
0
0
13
a
0
0
0
0
�6395682
3400,0
0
August 23, 2016
Remington Homes
5740 Olde Wadsworth Boulevard
Arvada, Colorado 80002
Subject: Soils and Foundation Summary Letter
Quail Ridge Estates
Lot 17, Block 1
Wheat Ridge, Colorado
Project No. DN47,957.001-120
WIN C O K P O R A 7 E p
HOME BUYER ADVISORY
Expansive soils are present at this subdivision; this results
in a geologic hazard. This letter describes the soil condi-
tions on this lot more specifically. Prospective home buy-
ers are strongly advised to read this letter and the refer-
enced documents.
If you do not understand the risk(s) associated with the
hazard and the important role you must accept to manage
and mitigate the risk(s), we recommend you contact a
competent geotechnical (soils) engineer for advice.
CTL I Thompson, Inc. performed a Soils and Foundation Investigation for
25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated
August 18, 2016). This letter presents a summary of our findings and recommen-
dations for the subject lot. The report referenced above should be reviewed for
foundation design.
Colorado is a challenging location to practice geotechnical engineering. The
climate is relatively dry and the near -surface soils are typically dry and compara-
tively stiff. These soils and related sedimentary bedrock formations tend to react to
changes in moisture conditions. Some of the soils swell as they increase in mois-
ture and are referred to as expansive soils. Other soils can settle significantly upon
wetting and are identified as collapsing soils. Most of the land available for devel-
opment east of the Front Range is underlain by expansive clay or claystone bed-
rock near the surface. The soils that exhibit collapse are more typical west of the
Continental Divide; however, both types of soils occur throughout the state.
Covering the ground with houses, streets, driveways, patios, etc., coupled
with lawn irrigation and changing drainage patterns, leads to an increase in subsur-
face moisture conditions. As a result, some soil movement is inevitable. It is critical
that all recommendations in the referenced report are followed to increase the
chances that the foundations and slabs -on -grade will perform satisfactorily. After
construction, home owners must assume responsibility for maintaining the struc-
tures and use appropriate practices regarding drainage and landscaping.
In summary, the strata encountered in the boring on this lot consisted of 14
feet of interlayered clay and sand underlain by sandy gravel to the maximum depth
explored of 30 feet. Groundwater was encountered at a depth of 17.4 feet. The
clayey soils and bedrock are expansive. Use of spread footings is recommended.
A slab -on -grade concrete basement floor can be used provided risk of movement
city of ...
and cracking is acceptable. Further details are described in following paragraphs..'>C
Wheat Ride,
Building D ws.-,
1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252
Based on our investigation, non -expansive and comparatively low swelling
soils are present at depths that will likely influence the foundation and slab perfor-
mance at this site. We believe there is low risk of significant ground heave or set-
tlement and associated damages of slabs -on -grade and foundations. The founda-
tions and slabs may settle if loose or soft soils are present under the footings and
slabs. The risk of foundation and slab movements can be mitigated, but not elimi-
nated, by careful design, construction, and maintenance procedures. We believe
the recommendations in the referenced report will help control risk of foundation
and slab damage; they will not eliminate that risk. The builder and home buyers
should understand that slabs -on -grade and, in some instances, foundations may
be affected by the subsoils. Homeowner maintenance will be required to control
risk. We recommend the builder provide a booklet to the home buyers that de-
scribes swelling soils and includes recommendations for care and maintenance of
homes constructed on expansive soils. Colorado Geological Survey Special Publi-
cation 431 was designed to provide this information.
Laboratory tests were performed on samples from this lot and nearby lots.
Samples from this lot did not swell and swelled 0.5 percent when wetted. Based
upon results of laboratory tests and other factors, we judge basement slab perfor-
mance risk for this lot to be low. Exhibit A provides a discussion of slab perfor-
mance risk evaluation, as well as slab installation and maintenance recommenda-
tions. We performed calculations of total potential ground heave and basement
heave as part of our study. The calculations indicate the ground surface on low risk
lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and
basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential
heave for this lot is less than 0.5 inch at the basement level and ground surface. It
is not certain this movement will occur. If home buyers cannot tolerate movement
of a slab -on -grade basement floor, they should select a lot where a structurally
supported floor will be constructed or request that a structurally supported floor be
installed.
Considering the subsurface conditions at this lot, we recommend
construction of the proposed residence on a footing foundation. Footings should be
designed for a maximum allowable soil pressure of 2,500 psf. Footings should be
at least 16 inches in width. Column pads should be at least 18 inches square.
Exterior footings should be protected from frost action with at least 3 feet of cover.
It is sometimes necessary to alter the foundation design based on conditions
exposed during construction. The buyer can discuss the changes, if any, with the
builder.
1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C.
Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007.
REMINGTON HOMES 2
QUAIL RIDGE ESTATES
LOT 17, BLOCK 1
CTL I T PROJECT NO. DN47,957.001-120
U
Basement and/or foundation walls and grade beams that extend below
grade should be designed for lateral earth pressures where backfill is not present
to about the same extent on both sides of the wall. Our experience suggests base-
ment walls can deflect or rotate slightly under normal design loads and that this de-
flection typically does not affect the structural integrity of the walls. We recommend
design of the basement walls on this lot using an equivalent fluid density of at least
55 pounds per cubic foot. This value assumes slight deflection of the wall can oc-
cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of
the walls may occur.
A subsurface drain is recommended around the entire perimeter of the low-
est excavation area for this residence. The drain should lead to a positive gravity
outlet or to a sump where water can be removed with a pump. The provision of the
drain will not eliminate slab movement or prevent moist conditions in crawl spaces.
The pump must be maintained by the home owner.
Proper design, construction and maintenance of surface drainage are critical
to the satisfactory performance of foundations, slabs -on -grade, and other improve-
ments. Landscaping and irrigation practices will also affect performance. Exhibit B
contains our recommendations for surface drainage, irrigation, and maintenance.
The concept of risk is an important aspect with any geotechnical evaluation,
primarily because the methods used to develop geotechnical recommendations do
not comprise an exact science. We never have complete knowledge of subsurface
conditions. Our analysis must be tempered with engineering judgment and experi-
ence. Therefore, the recommendations presented in any geotechnical evaluation
should not be considered risk-free. Our recommendations represent our judgment
of those measures that are necessary to increase the chances that the structure
will perform satisfactorily. It is critical that all recommendations in the referenced
report are followed. Home owners must assume responsibility for maintaining the
structure and use appropriate practices regarding drainage and landscaping.
As this letter is meant only as a summary of our findings and recommenda-
tions for the subject lot, we recommend home buyers review the Soils and Founda-
tion Investigation from which this summary i4,,taken.
CTL I THOMPSON, I
city of
Vgheat Ridge
REMINGTON HOMES(3ulkcint''v``'4
QUAIL RIDGE ESTATES �.
LOT 17, BLOCK 1
CTL I T PROJECT NO. DN47,957.001-120
EXHIBIT A
SLAB PERFORMANCE RISK EVALUATION,
INSTALLATION AND MAINTENANCE
As part of our evaluation of the subsoils, samples were tested in the laboratory using a
swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first
loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting
can approximate the weight of soil above the sample depth or be some standard load. The
measured percent swell is not the sole criteria in assessing potential movement of slabs -on -
grade and the risk of poor slab performance. The results of a swell test on an individual lot are
tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and
other tests. This judgment has been described by the Colorado Association of Geotechnical
Engineers4 (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to
help judge performance risk for other slabs -on -grade such as garage floors, driveways, and
sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems
for a given site. In general, more conservative foundation designs are used for higher risk sites
to control the likelihood of excessive foundation movement.
As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod-
erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and
bedrock likely to influence slab performance.
REPRESENTATIVE MEASURED SWELL
AND CORRESPONDING SLAB
PERFORMANCE RISK CATEGORIES
Slab Performance
Risk Category
Representative Percent Swell*
500 Psf Surcharge)
Representative Percent Swell*
1000 psf Surcharge)
Low
0 to <3
0 to <2
Moderate
3 to <5
2 to <4
High
5 to <8
4 to <6
Very High
> 8
> 6
*Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of
the swelling characteristics of the soil and bedrock likely to influence slab performance.
The rating of slab performance risk on a site as low or high is not absolute. Rather, this
rating represents a judgment. Movement of slabs may occur with time in low, moderate, high,
and very high risk areas as the expansive soils respond to increases in moisture content.
Overall, the severity and frequency of slab damage usually is greater in high and very high rated
areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very
high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and
we believe in the majority of instances, movements of this magnitude constitute reasonable slab
performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is
more likelihood of need to repair, maintain or replace basement and garage floors and exterior
flatwork.
"'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa-
tion of Geotechnical Engineers, December 1996.
REMINGTON HOMES Exhibit A-1
QUAIL RIDGE ESTATES
CTL T PROJECT NO. DN47,957.001-120
S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc
CTL I Thompson, Inc. recommends use of structurally supported basement floors,
known as "structural floors," for lots rated as high and very high risk. We also recommend use of
structural basement floors on walkout and garden level lots rated as moderate, high or very high
risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot
where a structural floor will be constructed or request that a structurally supported floor be
installed.
The home buyer should be advised the floor slab in the basement may move and crack
due to heave or settlement and that there may be maintenance costs associated during and
after the builder warranty period. A buyer who chooses to finish a basement area must accept
the risk of slab heave, cracking and consequential damages. Heave or settlement may require
maintenance of finish details to control damage. Our experience suggests that soil moisture
increases below residence sites due to covering the ground with the house and exterior flat -
work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if
any) resulting from this change occur within three to five years. We suggest delaying finish in
basements with slab -on -grade floors until at least three years after start of irrigation. It is possi-
ble basement floor slab and finish work performance will be satisfactory if a basement is fin-
ished earlier, particularly on low risk sites.
For portions of the houses where conventional slabs -on -grade are used, we recommend
the following precautions. These measures will not keep slabs -on -grade from heaving; they tend
to mitigate damages due to slab heave.
Slab -on -grade floor construction should be limited to areas such as garages and
basements where slab movement and cracking are acceptable to the builder and
home buyer.
2. Slabs should be placed directly on the exposed subsoils or properly moisture
conditioned, compacted fill. The 2009 International Residential Code (IRC) re-
quire a vapor retarder or barrier be placed between subgrade soils and the con-
crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier
below floor slabs depend on the sensitivity of floor coverings and building use to
moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more
beneficial below concrete slab -on -grade floors where floor coverings, painted
floor surfaces, or products stored on the floor will be sensitive to moisture. The
vapor retarder or barrier is most effective when concrete is placed directly on top
of it, rather than placing a sand or gravel leveling course between the vapor re-
tarder or barrier and the floor slab. Placement of concrete on the vapor retarder
or barrier may increase the risk of shrinkage cracking and curling. Use of con-
crete with reduced shrinkage characteristics including minimized water content,
maximized coarse aggregate content, and reasonably low slump will reduce the
risk of shrinkage cracking and curling. Considerations and recommendations for
the installation of vapor retarders or barriers below concrete slabs are outlined in
Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302,
"Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)".
3. Conventional slabs should be separated from exterior walls and interior bearing
members with a slip joint that allows free vertical movement of the slabs. These
joints must be maintained by the home buyer to avoid transfer of movement.
REMINGTON HOMES Exhibit A-2
QUAIL RIDGE ESTATES
CTL I T PROJECT NO. DN47,957.001-120
S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc
4. Underslab plumbing should be thoroughly pressure tested during construction for
leaks and be provided with flexible couplings. Gas and waterlines leading to slab -
supported appliances should be constructed with flexibility. The homebuyer must
maintain these connections.
5. Slab bearing partitions should be minimized. Where such partitions are neces-
sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement
should be used. Doorways should also be designed to allow vertical movement
of slabs. To limit damage in the event of movement, sheetrock should not extend
to the floor. The homebuyer should monitor partition voids and other connections
and re-establish the voids before they close to less than 1/2 -inch.
6. Plumbing and utilities that pass through slabs should be isolated from the slabs.
Heating and air conditioning systems should be provided with flexible connec-
tions capable of at least 2 inches of vertical movement so floor movement is not
transmitted to the ductwork. These connections must be maintained by the
homebuyer.
7. Roofs that overhang a patio or porch should be constructed on the same founda-
tion as the residence. Isolated piers or pads may be installed beneath a roof
overhang provided the slab is independent of the foundation elements. Patio or
porch roof columns may be positioned on the slab, directly above the foundation
system, provided the slab is structural and supported by the foundation system.
Structural porch or patio slabs should be constructed to reduce the likelihood that
settlement or heave will affect the slab by placing loose backfill under the struc-
turally supported slab or constructing the slab over void -forming materials.
8. Patio and porch slabs without roofs and other exterior flatwork should be isolated
from the foundation. Movements of slabs should not be transmitted to the foun-
dation. Decks are more flexible and more easily adjusted in the event of move-
ment.
9. Frequent control joints should be provided in conventional slabs -on -grade to re-
duce problems associated with shrinkage cracking and curling. Panels that are
approximately square generally perform better than rectangular areas. We sug-
gest an additional joint about 3 feet away from and parallel to foundation walls.
REMINGTON HOMES Exhibit A-3
QUAIL RIDGE ESTATES
CTL T PROJECT NO. DN47,957.001-120
S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc
EXHIBIT B
SURFACE DRAINAGE,
IRRIGATION AND MAINTENANCE
Performance of foundations and concrete flatwork is influenced by the moisture condi-
tions existing within the foundation soils. Surface drainage should be designed to provide rapid
runoff of surface water away from proposed residences. Proper surface drainage and irrigation
practices can help control the amount of surface water that penetrates to foundation levels and
contributes to settlement or heave of soils and bedrock that support foundations and slabs -on -
grade. Positive drainage away from the foundation and avoidance of irrigation near the founda-
tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill
settlement and possibly to higher lateral earth pressures, due to increased weight and reduced
strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home
buyer should maintain surface drainage and, if an irrigation system is installed, it should sub-
stantially conform to these recommendations.
Wetting or drying of the open foundation excavations should be avoided.
2. Excessive wetting of foundation soils before, during and after construction can
cause heave or softening of foundation soils and result in foundation and slab
movements. Proper surface drainage around the residence and between lots is
critical to control wetting.
3. The ground surface surrounding the exterior of each residence should be sloped
to drain away from the building in all directions. We recommend a minimum con-
structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped
areas around each residence, where practical. The recommended slope is for the
soil surface slope, not surface of landscaping rock.
4. We do not view the recommendation to provide a 10 percent slope away from the
foundation as an absolute. It is desirable to create this slope where practical, be-
cause we know that backfill will likely settle to some degree. By starting with suf-
ficient slope, positive drainage can be maintained for most settlement conditions.
There are many situations around a residence where a 10 percent slope cannot
be achieved practically, such as around patios, at inside foundation corners, and
between a house and nearby sidewalk. In these areas, we believe it is desirable
to establish as much slope as practical and to avoid irrigation. We believe it is
acceptable to use a slope on the order of 5 percent perpendicular to the founda-
tion in these limited areas.
5. For lots graded to direct drainage from the rear yard to the front, it is difficult to
achieve 10 percent slope at the high point behind the house. We believe it is ac-
ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo-
cation.
6. Between houses that are separated by a distance of less than 20 feet, the con-
structed slope should generally be at least 10 percent to the swale used to con-
vey water out of this area. For lots that are graded to drain to the front and back,
we believe it is acceptable to install a slope of 5 to 8 percent at the high point
(aka "break point") between houses.
REMINGTON HOMES Exhibit B-1
QUAIL RIDGE ESTATES
CTL I T PROJECT NO. DN47,957.001-120
S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc
7. Construction of retaining walls and decks adjacent to the residence should not al-
ter the recommended slopes and surface drainage around the residence. Ground
surface under the deck should be compacted and slope away from the resi-
dence. A 10 -mil plastic sheeting and landscaping rock is recommended above
the ground under the decks to reduce water dripping from the deck causing soil
erosion and/or forming depressions under the deck. The plastic sheeting should
direct water away from the residence. Retaining walls should not flatten the sur-
face drainage around the residence and block or impede the surface runoff.
8. Swales used to convey water across yards and between houses should be
sloped so that water moves quickly and does not pond for extended periods of
time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and
about 2 percent where landscaping rock or other materials are present. If slopes
less than about 2 percent are necessary, concrete -lined channels or plastic pipe
should be used. Fence posts, trees, and retaining walls should not impede the
runoff in the swale.
Backfill around the foundation walls should be moistened and compacted.
10. Roof downspouts and drains should discharge well beyond the limits of all back-
fill. Splash blocks and/or extensions should be provided at all downspouts so wa-
ter discharges onto the ground beyond the backfill. We generally recommend
against burial of downspout discharge. Where it is necessary to bury downspout
discharge, solid, rigid pipe should be used and it should slope to an open gravity
outlet. Downspout extensions, splash blocks and buried outlets must be main-
tained by the home owner.
11. The importance of proper home owner irrigation practices cannot be over-
emphasized. Irrigation should be limited to the minimum amount sufficient to
maintain vegetation; application of more water will increase likelihood of slab and
foundation movements. Landscaping should be carefully designed and main-
tained to minimize irrigation. Plants placed close to foundation walls should be
limited to those with low moisture requirements. Irrigated grass should not be lo-
cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet
of foundations.
12. Plastic sheeting should not be placed beneath landscaped areas adjacent to
foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet
still allow natural evaporation to occur.
13. The design and construction criteria for foundations and floor system alternatives
were compiled with the expectation that all other recommendations presented in
this report related to surface and subsurface drainage, landscaping irrigation,
backfill compaction, etc. will be incorporated into the project. It is critical that all
recommendations in this report are followed.
REMINGTON HOMES
QUAIL RIDGE ESTATES
CTL 1 T PROJECT NO. DN47,957.001-120
S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc
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City of
Whleatf��
City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857
March 1, 2016
OFFICIAL ADDRESS NOTIFICXrION
NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates
below:
PROPERTY OWNER(S): To Be Determined
NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033
80033
Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci
Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033
Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033'
Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033
Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033
Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033
Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033
Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003
Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133
Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033
Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033
Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33
Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3
Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1
Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033
Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033
Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033
Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033
Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033
Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3
Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3
Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3
Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033
Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033
SUBDIVISION: -Quail idestates SECTION: �16 SW & NW
Jefferson C o t ece rt €r Number for Plat: 20150198618
NOTES: This is a courtesy notification,
AUTHORIZED I a DATE:
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