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5242 Quail Street
� ► � i City of Wheat Ridge Residential Remodel PERMIT - 202101354 PERMIT NO: 202101354 ISSUED: 07/14/2021 JOB ADDRESS: 5242 Quail St EXPIRES: 07/14/2022 JOB DESCRIPTION: Basement finish, to include rec room with game area, bedroom, full bathroom, and unfinished storage and mechanical rooms. Finished space will be 596 sq. ft. total. *** CONTACTS *** OWNER (303)420-2899 AGNER ROBIN A SAGER SUB (303)420-0056 JASON GORDON 210147 SHEFFIELD HOMES FINISHED BASEM SUB (720)459-1351 BRUCE HANSEN 150295 B&M ELECTRIC SUB (303)423-1982 TOM LAUHON 017790 FOUR SEASONS HEATING, INC. SUB (720)448-3209 LAMONT PEARSON 210148 WATER CONTAINMENT ASSOCIATES *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 25,000.00 FEES Total Valuation 0.00 Plan Review Fee 287.33 Use Tax 525.00 Permit Fee 442.05 ** TOTAL ** 11254.38 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. City of Wheat Ridge Residential Remodel PERMIT - 202101354 PERMIT NO: 202101354 ISSUED: JOB ADDRESS: 5242 Quail St EXPIRES: JOB DESCRIPTION: Basement finish, to include rec room with game bathroom, and unfinished storage and mechanical be 596 sq. ft. total. 07/14/2021 07/14/2022 area, bedroom, full rooms. Finished space will I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This 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 original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 07/14/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. 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: 3_2(f V "-r, Job Address: 2! Permit Number: in 0 Z L) No one available for inspection: Time � " (Pm Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: I) DO NOT REMOVE THIS NOTICE City of Wheat dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 2911 Ave. F: 303.237.8929 November 1, 2018 Owner/Occupant 5242 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201705876 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — November 29 — 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. 29th Avenue in Wheat Ridge. Cordially, Kim 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 Wheat Ijdgc COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director Oro ° m 0 m n m ar o 0 O m 0 0 0 rr O H F.. h m o (D w M 0 m M W w N a w 0 M M P, O P* P) r 0 0 a P, m nw o rr o m m Baa m a w p p :C rr rr o � H m a Q ° rt M N� � V W O ca m ftl 0 O n r- ci a 4 Q w N- rr x 0 0 rr noil bb 0-4 dynb v,Or�y d ¢ C" �y cV y 1 r�y CRD S�NC�7 cL CD CL O "%7 N ('D ppm ?; aCD CD oR..�� c CL L�y zC CD 2 w a CD � CD CD CD C00 w C ro 0 O. �' O O c0i b w C 0 n ? O z n � CD CD AD CD (D O 0 a n f!Q^ � l J o• N N � n • CD C" CD O w d z a 9'. Zt Zt CD CD A p 00 C, Ln r. c C) TQ a ►, ao O o rc 00 Or ° C>CD r � Vy Q O d fD o " �fb E. a �. ►1 y �� QQ = na 2 A 0 0 O �E 0 M A C> fD K \ .� 00 fD m � o N O C fD 00 9'. PERMIT: ! VIC5") ADDRESS: � �`1 2- �-t�u C� JOB CODE: N15 i--- INSPECTION � 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 da of the inspection " Y P % �si(dl 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 Foundation Inspections Date Inspector Comments 201 Electrical / Cable/ Conduit geh Initials 102 Caissons / Piers t. 103 Footin `/ P.E. Letter a, t 7 104 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 geh 202 Sewer Underground Int. t. 203 Sewer Underaround Ext. a, t 7 204 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 301 Rough Framing geh 302 Wall Sheathing 303 Roof Sheathing a, t 7 304 Sheer Inspection 305 Insulation 306 Mid -Roof 308 Rough Electrical Residential 1 f T 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential y 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS I p ����� c���a�� 6 - Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential h ) 317 Rough Mechanical Commercial y %� 318 Boiler / Furnace 319 Hot water tank � G 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous J j Final Inspections Date Inspector Initials Comments 402 Gas Meter Release ` y j ) 403 Final Electrical Residential y %� 404 Final Electrical Commercial 405 Final Mechanical Residential � G 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof J j 410 Final Window/Door 411 Landscape/Park/Planning 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. 412 Row/Drainage/Public Works =-! 7-r 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 �? , ��{/sh/ U j 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. ackfiow Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com �Ol�o 55 7L Assembly Serial #: CB420708 Test Date / Time: 4/11/2018 Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fall Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE 4 Facility Address: 5242 QUAIL City: WHEAT RIDGE ST: CO Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES g Address/Suite 5740 OLDE WADSWORTH BLVD `. City/State/ZipARVADA CO 80002 e 3 O Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Inlet Orientation Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap ❑ Domestic El Containment ❑Horizontal ® I A Size: .75 Date Installed: 2018 ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ®New F-1 Existing ElGlycol ® Isolation ❑ Vertical Down ❑Ln' `.: ® Irrigation Previous Assembly #: ❑Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 80 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 1.7 ❑ Leak (RP, DC, PVB) F Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak U` (RP, DC) ❑ Tight ❑ Tight c Relief Valve a' (RP) Buffer CZ (RP) Air Inlet 2.5 Al OPENED FULLY (PVB) F' Shutoff Valve #1: XTi ht ❑Leakin —]Replaced ❑ Shutoff Valve #2: XTi ht 71-eaking ❑Re laced Back Pressure: ❑Yes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: q 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. "E Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Roman Phone: (303) 537-0126 ;. Signature: Certificate Expiration Date: 1/16/2019 9 CL CO O 0 'o CC cr LLJ 0) ,g m to U) 0 0 C4 0 m r� N 0 V). V}V 0 Vii A/) yr CO in m 44 D ofe � Lo LL rN T 0 CO 40 0 NM CO Ln W s ' � . yq M Qi 4w W m E <LL C) vii C E 04) !2 1 41 (U 41 O CL IV CL.0 0 3:< M -- C: c .!-' ;Fj 0 > C: 13) 0 >- -r u CC LU ro < M 0 0 Z V o in C) CnL, 0 c 0 aj a) 4.0 0 >,Oo cn -i >100 uj c uj V V1 -0 QJ 2)0 a) U -u E LP c 0 c LLJ �,n C: 41 re) 0 E E 0 0 , w -a 0 w v E o r'l MEM MEM �R Nen > co o M M C E to 0 w om 0 41 0 E Im z z cD uti x Ln tm,) n AM m x o 5, c c E, LU +-0 0 Mo 0 2 LU LU rN m 'o LU m lY CL 0. 0) ,g m to U) 0 0 C4 0 m r� N 0 V). V}V 0 Vii A/) yr CO in m 44 V .0 E ,x 0�= cm D � Lo LL rN T 0 CO 40 0 NM CO Ln W M Qi 4w W m E <LL C) vii C E 04) !2 1 41 O CL IV CL.0 0 3:< M -- C: c .!-' ;Fj 0 > C: 13) 0 >- -r u V .0 E ,x 0�= cm Lo LL LL LLJ LLJ W <LL C) U-) U LU ro < Z rry zs aj LP C: E ro C) r'l < S IQE E c 0 5, E, -C 0 -2 cor- m 'o > 0 0 -0 U 10 1 E 'E r u 0 CL 0- x V .0 E ,x 0�= cm Remington Homes EnergyLogic Builder Name: Rating Company: Kermit Date/Number: Rater ID (RTIN): 1215211 Home Address 5242 Quail St Rating Date: 01/23/18 Wheat Ridge, CO 80033 Version: 3.0 r W. 4 r t r t fi Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive vyater 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 Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1130 CFM50 (2.2 ACHi 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 LI-Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high-efficlency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-jquality performance, optimal performance. ���✓✓✓ ENERGY STAR Qualified Lighting: 100% Total Duct Leakage Duct Leakage to Outdoors 87 CFM25 Post-Construction 87 CFM25 ENERGY STAR Qualified Appliances and Fans: Refrigerators:1 Dishwashers:) Primary Heating (System Type • Fuel Type - Efficiency): Ceiling Fans:0 Exhaust Fans: 3 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 a 13 SEER This oeiflfioale provides a summary of the_ major energy erkiency and other cxrisiruction IIHERSAndlim features that comribote to this he me earning the ENEF443Y STAR, including its Horne. Energy Rating Systern (HERS;1 score. As determined through indepwident inspersion anc verification Zero Energy Reference Existing pertormed by a trained professional. The Home Energy Rating System is a nationally -recognized Home Home Homes un!lorm measurement of the energy Oihciencp of homes. / , n Note that when a home contains rn[Atiple perfarmance levels for a parficular teawfe Aindow ofhcioncy or insulation Iavols), the predominant valuo 1s shown. Also, homos may be certfied to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly less g q g O g " More selacted fram a set of homes for represen[at!ve inspections shd tw,li In such cases, the Energy Energy foahi— fend in each homo Mthin the sot aro intended to n of or oxrsed Tho val ios prosertod on this oemlic-ate. The actual valt,"for your home may drffer, Ow offer euivalenl of better performance I his cedlficata was printed using EBotroper" (Venlon 2.2.0.1847). chis Nome axons lt5•[r 1 more a1 www.energystargovlhomereaSures IECC 2012 Performance Compliance Property Remington Homes 5242 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 5242 Quail St Remington (DnergyLogic Organization EnergyLogic 720-340-6980 Inspection Status Aaron Scott 01/23/18 Rater ID (RTIN): 1215211 Builder RESNET Registered (Confirmed) Remington Homes Annual Energy Cost Design IECC 2012 As Designed Performance Heating $637 $508 Cooling $136 $125 Water Heating $140 $140 SubTotal - Used to determine compliance $913 $772 Lights & Appliances $724 $712 Onsite generation $0 $0 Total $1,636 $1,484 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration naccac by 15 4% SHGC a G 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency LI -Factor Mandatory Checklist M. M Design exceeds requirements for IECC 2012 Performance compliance by 15.4%. Name: Aaron Scott Organization: EnergyLogic Signature: Date: Apr 05, 2018 Ekotrope RATER -Version 2.2.0.1897 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm. which is a RESNET Accredited HERS Rating Tool *0 mo N cq T.0 C43: Lf) 01 0 0 U) O 24: cu Z co 0 Q) 0 0) uj w CN U- E 21 tt9 4, 0) LU X UJ w 0) �E LL LU co C? V) U 12 Rf n- a - C\l cli 'n m z 0 ii LL U- Qy C) u C: 0 C: 10 lo a- CL <D CD C: M CO co co LL o c- kr) ui V 4) -0 a) 0) -0 0 a) c 0 rz m as 0 w (U 4.0 0 (DCL (U ch :E M 0 CL= CL C) 7- E C:) o C> LO --5; t o 0 (D — C: ' D- LL o c m 0) CD co .2 L,? o, i7 V O t v1 N 0 .0 M c 0 3: 0 0; c- 0 ' .= 10 iL cu_c a r M 0 Q) ZM w r_ L yd E N 0 C7 C7 L FcuQ LL > O 0 LL 01 0 0 U) O 24: cu Z co 0 Q) 0 0) uj w IECC 2012 Label 5242 Quail St HERS@ Index Score: 59 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1130 CFM50 (2.2 ACH50) Duct Insulation: R-4 Duct Leakage: 87 CFM25 Window: U = 0.300, SHGC = 0.310 Door: R-7 M.-echan 1. q ipment Specs # Heating: Furnace - Natural Gas - 92.1 AFUE Cooling: Air Conditioner - Electric - 13 SEER Hot Water: Water Heater • Natural Gas - 0.69 Energy Factor i;�i�de.r oC i}es.gn P�ofesslanat Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) QnergyLogic vnnlYsi s. insVydl, vns-res. Property Organization Remington Homes EnergyLogic 5242 Quail St 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 01123118 Rater ID (RTIN): 1215211 725 FB - Wheat Ridge - Remington Builder RESNET Registered (Confirmed) 5242 Quail St Remington Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu 1 year) Category 2006 IECC 50% As Designed Target Heating 32.6 29.1 Cooling 4.5 5.9 Total 37.1 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 58.7 38.9 Cooling 8.1 8.3 Total 66.8 47.2 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 87.0 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 STAR® 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: Aaron Scott Organization: EnergyLogic Signature: Date: Apr 05, 2018 Ekotrope RATER - Version 2..2.0.1897 This information does not constitute a warranty or guarantee of home energy Performance Air Leakage Report Property Remington Homes 5242 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 5242 Quail St Remington Organization EnergyLogic 720-340-6980 Aaron Scott Builder Remington Homes Inspection Status 01/23/18 Rater ID (RTI N): 1215211 RESNET Registered (Confirmed) Air Leakage nergyLogic Measurement Unit CFM at 50 Pa Measured Infiltration 1130 ACH50 (Calculated) 2.2 ELA [sq. in.] (Calculated) 62.2 CFM50 (Calculated) 1130 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 87.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.6 Leakage to Outdoors [CFM25 / CFA] 0.026 Total Leakage Test Type Post -Construction Total Leakage [CFM @ 25 Pa] 87.0 Total Leakage [CFM25 / 100 s.f.] 2.6 Total Leakage [CFM25 / CFA] 0.026 Mechanical Ventilation Rate [CFM] 62.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 62.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 61.5 Ekotrope RATER - Version 2.2.0.1897 RESNET HOME ENERGY QnergyLogic RATING Standard Disclosure ... ° For home(s) located at: 5242 Quail St, 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 B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E E. Other(specify) 3. The Rater of the Rater's employee is: EIA. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home C. 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 L jRater DEmployer OR is in the business of DRater DEMployer Thermal insulation systems Rater DEmployer Rater DEmployer Air sealing of envelope or duct systems Rater DEmployer Rater DEmployer Energy efficient appliances Rater Employer Rater DEmployer Construction (builder, developer, construction contractor, etc) E]Rater LjEmployer Rater EEmployer Other (specify): L—�� Rater Employer Rater f]Employer Cj 5. 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 #: 1215211 Name: Aaron Scott Organization: Energyi_ogic Date: Apr 05, 2018 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/RESN ET_M ortgage_lndustry_Nationa!_H ERS_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 Date: 04/18/2018 5242 Quail St Wheat Ridge, CO 80033 Lot/Block: 4/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 725 Prepared by: (DnergyLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com /"Ic,AL4. Inspected for the following programs/codes: • 2012 IECC R405 Simulated Performance Alternative (�) • Energy Star (Version 8)(v) • Xcel New Homes(') INSPECTION RESULTS: Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: Lighting/Appliances +` IECC and Energy Star Air Sealing Insulation Inspection @ Final V HVAC Inspections V Ventilation Systems V Water Heaters V Mechanical Systems V Room by Room Air Pressure Balancing ve Blower Door Diagnostics Categories to Address: EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Thank you for using EnergyLogic, Inc for your home inspections .a, Prepared for:� n l� DASH Remington Homes _, 5242 Quail St Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 4/1 Inspection Item ProgramCodes Batted Ceilings Result: Inspection Date Action Needed Photo 4/18/2018 Recommend batting second floor over stairs and vaulted ceiling area as these types of details are often missed by insulators Collect, Store and Verify HVAC Contractor Checklists and/or Design ESO - 4.1 RDRC Reports Result: 4/18/2018 Nice Work --Items corrected on re -inspection Mechanical System #1 reviewed 04/18 X 4/5/2018 Mechanical System #1 V Passed Submit HVAC Design Report Builder Sign Off - Builder will correct item without re -inspection X Failed Failed - Builder must submit photo of correction in lieu of re -inspection Prepared By: Mark Lane 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc • www.nrglogic.com • (970) 556-0839 PO Box N Berthoud, CO 80513 Date: 4/18/2018 5242 Quail St Wheat Ridge, CO 80033 Lot/Block: 4/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 725 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: isnergyLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com /-I" L Inspected for the following programs/codes: • 2012 IECC R405 Simulated Performance Alternative (-/) • Energy Star (Version 8)(d) • Xcel New Homes(d) Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: DASH. Remington Homes BUILDING SHELL/BLOWER DOOR TES' CFM@50 CFM/Envelope ACH@50 nACH House to Garage Connection HVAC (CAZ) to Garage House to CAZ BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type 2x4 Walls 2x6 Walls Insulated Sheathing Common wall to garage Party Wall Framed Basement Walkout/Garden Wall Knee Wall Skylight Shaft Wall Box Sill Rim Joist =Ioor Systems Floor System Over Garage Cantilever Adiabatic Crawl Ceiling 'eiling Blown Attic Vaulted Ceiling Batted Ceiling Cathedralized Attic/Roof Deck =oundation Unfinished Foundation Wall Framed Foundation Wall Conditioned Crawl Space Wall Slab Edge Under Slab B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Closed Cell Foam R-6.5/in+ Batt Closed Cell Foam R-6.5/in+ Batt Insulation Type B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Insulation Type B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Insulation Type B4 - Fiberglass Blanket Vinyl B4 - Fiberglass Blanket Vinyl Target Measured N/A 1130 CFM50 N/A N/A N/A 2.15 ACH50 N/A N/A N/A N/A N/A N/A N/A N/A R- Value N/A 23 N/A NIA N/A 23 N/A 26 26 R- Value 50 N/A N/A N/A R- Value 50 N/A N/A N/A R- Value 19 N/A 19 N/A N/A BUILDING SHELLMiINDOWS Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATION ._, Flow Volume Window Type 1- Dbl Vinyl Low -E MECHANICAL SYSTEM #1 Furnace - Conditioned Area MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 4/18/2018 INSPECTION RESULTS: N Or°t=?t4iO RE -Iles ECTION RE(-).tlRE Builder Sign -off Items Include: Sump pump covers mechanically attached with full gasket seal or equivalent. Batted Ceilings U Value SHGC .30 .31 N/A N/A Target Measured 63 CFM to CFM 63 CFM PREPARED BY: Mark Lane - 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc - PO Box N Berthoud, CO 80513 • (970) 556-0839 www.nrglogic.com 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: �� 1 �e �-f• vr,�k l Job Address:-a���c�a Permit Number: ❑ No one available for inspection: Time AMfPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303 -234 - Inspector: Jo 03-234- Inspector:.Jo u DO NOT REMOVE THIS NOTICE City of �i,��Wheat Midge COMMUNITY DEVELOPMENT Landscapinm Escrow Agreement This agreement made this 10th day of April 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5242 Quail Street In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: General Contractor: Signature � Print Name 1 Business Address / P ne �-r,25G-f 4r) r— Date Title City of Wheat Rid1ze, Colorado By: Title: f� Date: q " — l 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: w S Job Address: L) a v L , l Permit Number: rd ❑ No one available for inspection: Time [ ri 0fN113M Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: l I4S Inspect or:�a� DO NOT REMOVE THIS NOTICE R 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: y� Job Address: Permit Number: (Q c ! ap i2 ❑ No one available for inspection: Time ,,1 L4 jA PM Re -Inspection required: Yes `�o When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector:-* c? 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: v 1 1JSv L_rcv :, Job Address: , d 14 a , Permit Number: O 17:? S� i 4J Li (AY- ( 4 ❑ No one available for inspection: Time Re -Inspection required: Ye No When corrections have been made, call fp e -inspection at 303-234-5933 DatecD/ J Inspect 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: 3J l 1� Fro --n Q Job Address: Permit Number: rd ❑ No one available for inspection: Time LQ_-� A Pm Re -Inspection require Ye No When corrections have been ma e, call for re -inspection at 303-234-5933 Dater a t )1 z, 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: Job Address: +'a. Q Permit Number: ❑ No one available for inspection: Time 1 4�oPM Re -Inspection required: Yes (0) When corrections have been made, call for re -inspection at 303-234-5933 Date: � Inspector. ,;- DO 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: 3) O c I\E tin s C Job Address: 5 a 9 Permit Number: ao i q ❑ No one available for inspection: Time 113'. 3S AA rl/PM Re -Inspection required: Yes(3N When corrections have been made, call for re -inspection at 303 -234 - Date: I N.\ Inspect 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: Te �-<L lC e_ s Job Address: 3 1-4 u --:4 Permit Number: Q 0 1-4- 0 S c i G, ❑ No one available for inspection: Time I o', '_:� O iPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:-// all Inspector: ! na b 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: 3 ° a ►� o L $~r Q.�, , , Job Address: 'q- Q u;a our,:. I ��-• Permit Number: ,fin 1-:7- O ScQ,-7 7 l R L 9 -5 1[1 PI0 Lkic- 1 ixI%cx. R,1aarl/ei�`c,r,c d, e� -� hr, 4 - P 6\ 5 wC,.I1 U e,Vo I rill, w, 0� 17e- W- ril a,J\ QC-- 1a�1: (QG1k t1%+,f -lvfl cis( 31J:►I S11) 92) Is i �� 1 �r.11 le�r� eS �N1rN I]a�(Z r ❑ No one available for ins ection: Timelj . J� epm Re -Inspection required: YesNo When corrections have been ma e, call for re -inspection at 303 -234 - Date: / 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: Q & a s, P ca S Job Address: 5—:1 Li a Qjjc,;,\ �k Permit Number: i a- 0 r) (., L+ (p,-) lf:� 9nf;� 16D ❑ No one available for inspection: Time 12- ',,D 75' (WPM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: I InspectorIn 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: 3 b M - k , ' Job Address: 5 `i Q k7 a ; � Permit Number: ❑ No one available for inspection: Time q, 149 (M/PM Re -Inspection required: YesNo When corrections have been made, call for re -inspection at 303-234-5933 Date: f tj Inspecto • ° r� �- 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: ► �� `� - t�� ��� �g Job Address: 5 a �---1 Permit Number: c"),D "4 z� ❑ No one available for inspection: Time I O a O 8)/PM Re -Inspection required: Yesrffo) When corrections have been made, call for re -inspection at 303-234-5933 Date:—) I X-1 ► Inspector: <Z DO NOT REMOVE THIS NOTICE U b 4Jik- 04 C) rA PR 0 CIO Cd rr 2 o o 01) 1.3a -+f -I - —j (z) > Cd 0 4r-) wi Z >1 o �b q -0 o o C4:4 41.1 11) P4 4� 0 C) rA PR 0 CIO rr 2 o o 01) 1.3a -+f -I - —j (z) > Cd 0 4r-) s Ln Z >1 o �b o 74 -0 o C4:4 4� 0 (4C R4 Z a cl tio —45 00 la4 to p --q -u .0 12 PR gb 0:i Z'OZ w D �v � w Ts ;n o O C, uj Un Oo � z�u m J�vE m Z O 5 U L7 0£I 0 L'7 i ,lb'9el M„9S,66.68S 00 Q] ,0 ff 5 1, Y � ��-owa °' S Iz J3� asNw�a MKT C' 2N V p U1 Iii �w S Ua¢O3o0 �OQ �O LLw gym oFaaUioazow Qwu OV ASN=NN< W 0 Zw C _ 11 JO ilfl�Olim ll4S+a 60dV Wr a 3 U w ¢ ¢1 II II � it 1! 11 II ii it NN iI II a mol -L Worn no O 90®3 N z0�or w U 1 zorn�s � zo r5,tw" Z 3 �m m�0 c U 0 O o- O I Q 0 z Q3 �I Z C) oro www "zpw� N W O� 6'6b `W3 Z I Ntn zo ma�wwa rill O n 3a?3n ,s O N U v -a i z tj z �. t_ W N J (iI xsn U < N t e} �J Baa c�a W�aaz azo . gwar=--www 0:i Z'OZ w D �v � w Ts ;n o O C, uj Un Oo � z�u m J�vE m Z O 5 U L7 0£I 0 L'7 i ,lb'9el M„9S,66.68S 00 Q] ,0 ff 0 0 ^ NO O z Z�¢R a N O N z0�or w zorn�s � r5,tw" Z 3 �m m�0 c U a C 00 m �0,zz o o- N o Ji oro www "zpw� N 4: - aZ Ntn zo ma�wwa f O ao�=�mwz ZZO O E- W ZUz--42uzoz C ZO OUr OfN t_ W N (iI r �i �>Q r2 V WV wRF1.'1a� Qv t e} J c�a W�aaz azo . gwar=--www Q Zr to CY -�Z C%2 ww JQa �q Wit- TL�iF h-�OZO ' KO pw'�N¢r Xm�a wsa N x w s z Nt-wZ 2 W U� ¢ �iow raa¢z ,j >�ao° O O .Z�viZMN;.o€mzc R� QZN fOrLl �w4' F4 Z, D yW Ld UW rp � O V> Z� 2 zN 30 m-L=uz�ZOa icO �? OW laiL (n Oa n¢ Qv mo�L, =ao 5`�o©tau - jOw_ 01- ® CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�SC Job Address:/oma Qua' Permit Number: ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 3a3 -234 - Date: Inspector: �J� %- DO NOT REMOVE THIS NOTICE T 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:.30/-// ,5 /l, fN Job Address: v Ua () Jf' Permit Number: O/7U-15(77 'el 1,70--Z L � ❑ No one available for inspection: Time �AM�PM Re -Inspection required: Yes No,�� When corrections have been made, call for �re-inspection at 303-234-5933 Date: % '% - 17 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: Job Address:5�- Permit Number: �O/70�c�710 ❑ No one available for inspection: Time / I - t f ,i AM/ M Re -Inspection required: YesNo _- When corrections have been made, call for re -inspection at 303-234-5933 Date:—//'q- /7 Inspector: )!�9(/ 6/'//� 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 Faa < INSPECTION NOTICE Inspection Type: Job Address: Permit Number:,S- �(j�I (f.� J a i ❑ No one available for inspection: Time �` AM/PM Re -Inspection required: Ye No -- When corrections have been made, call for re -inspect n at 303-234-5933 Date:? -' " 1 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 Faa < INSPECTION NOTICE Inspection Type: Job Address: Permit Number:,S- �(j�I (f.� J a i ❑ No one available for inspection: Time �` AM/PM Re -Inspection required: Ye No -- When corrections have been made, call for re -inspect n at 303-234-5933 Date:? -' " 1 Inspector: `. DO NOT REMOVE THIS NOTICE t" i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office v (303) 237-8929 Fax INSPECTION NOTICE f ` ❑ No one available for inspection: Time l AM/PM Re -Inspection required: Yes (fN�,, When corrections have been made, call for re-inspecto at 303-234-5933 Dater '� Inspector: DO NOT REMOVE INIS NOTICE k j o City of Wheat Ridge �® Single Family - New PERMIT - 201705876 r PERMIT NO: 201705876 ISSUED: 09/21/2017 JOB ADDRESS: 5242 Quail ST EXPIRES: 09/21/2018 JOB DESCRIPTION: New Single Family home; detached with 3 car garage; unfinished basement; main floor 1,090 sq ft; garage 670 sq ft; 2nd floor 960 sq ft; covered porch 135 sq ft; unfinished basement 837 sq ft, covered patio 150 sq ft; 3,842 sq ft total *** CONTACTS *** FEES Total Valuation OWNER (303)420-2899 Plan Review Fee REMINGTON HOMES OF COLORADO IN Use Tax 5,286.35 SUB (303)420-2899 Engin. Review Fee 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)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED FEES Total Valuation 0.00 Plan Review Fee 1,373.09 Use Tax 5,286.35 Permit Fee 2,112.45 Engin. Review Fee 150.00 ** TOTAL ** 8,921.89 *** COMMENTS *** PROJECT VALUATION: 251,731.00 *** CONDITIONS *** 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. 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. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. 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' 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. nature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications: lding codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized 1 owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with I further attest that I am legally authorized to include all entities named within this document as partes to the work to be and that all w to be perfgi�rmed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature ck gWNER or 1CONTRACTOR (Circle one) Date I. This permit as issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This 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 original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specitic approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an a proval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of uforlc subject to field ' spec 'o41. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of hetet ijg CMUNiTy DEVELOPMENT Building & Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Plan Review Fee: Building Permit Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be pro sse Property Address: ( L � i t I )� Property Owner Email: Mailing Address: (if different than property address) Address 4rt City, State, Zip: !EC joG' r Architect/Engineer: aa� -Loh... 6 7sn . 21)c Architect/Engineer E-mail: dice -Q, ��t2 9SkiUCk)Q7 ,C'QU Phone: '1 Contractor: Contractors City License #: 1(0 Phone: Contractor E-mail Address: Sub Contractors: Electrical: n �('� jC. Plumbing: M'AW fi tCff)bOC', Mechanical: S� �Qc. to'l Oi5 W.R. City License # C { %T5 W.R. City License # (�,� J W.R. City License #' Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides 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 ,j] OTHER (Describe) (Fo%'ALLW-ojects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existin condition and proposed new condition, appliance size and efficiency, type and amount of materials,to be used, etc.) �CA-), i q ��4 ID covz- f jo - A P5O Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 5� I -131c*'--) 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 AUTHORIZED PRINT NAME: ZONING COMMMENTS: Reviewer. BUILDING DEP TMENT CO MENTS: Reviewer: SIGNATURE: AT Ej f (01WNER)(CONTRACTOR) )UIJQ� DATE: LO DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: e V L? PUBLIC WORKS COMMENTS: f, p/)LE{-T Fckf'-,F .DRAIN TiOKIN��UrS 1A1 774x- Reviewer: �y%i SNoWI�! GN T�f� �'r'=D—L/lVF1Dx? LUT "14 `1 l8 17 G,.I�. - ADJt��NT p��'l� I✓R�ti�To p To pxDr,�T PROOF OF SUBMISSION FRMS Rapl���T/� To G.O. Tb >cN5t1,QE p,g,5>p Q- S! l E G¢1Sbin/6 . Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required Building Division Valuation: $ city of SINGLE FAMILY/DUPLEX ���t `-gam BUILDING PERMIT APPLICAT ION RE VIEW K t r c WORKS Date: CJS X17 Location: E -i242 Q JAIL- -S-T ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a _�(� W located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: ZOK �; refer to stipulations. 2. V/ Public Improvements required & to be completed with project: a. street paving/patching: Yes No Completed b. curb & gutter: Yes No Completed c. sidewalk: Yes No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. -V- Does all existing roadway/alley R.O.W. meet the standards of the City: --/- Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. Via ktffL,,, Signature Mark Van Nattan Dat 5.j I� NOT APPROVED: The Public Works Department has reviewed the submitted material and does not / approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. Stipulations: RDOF ngAW nn-- w&'w=-rc,-dd,r2:E2T A�fr Q� Tin So A5 ntoT�u �., iii--�1hLT Pte -,2 -T -,G 7. 4/- A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 l City <4f PUBI IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29'J' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: ? ADDRESS: 242 Q IAIi 07r 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 "-%V i.wheatridge.co.us Rev 2/08 City of Wh6at 1 9C 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: 7/16,/17 Location of Construction: 5:242 6t JAIL- T Purpose of Construction: 516ir2l C—Q AA /LY L>W6—_ L /A J& Single Family 1_ Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $_ (Required of all projects for document processing) Single Familv Residence/Duplex Review Fee:.......... I .......................... $50.00 $ D, CJD Commercial/Muld-Family Review Fees: e Review of existing or minimal technical documents: ........................ $200.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the I' and 2nd submittals): .......................... $600.00 $ ® Traffic Impact Study Review Fee: (Fee includes reviews of the 1St and 2t d 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 $ 4th 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): OD 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 ]2/]2 Rev. 04/17 Quail Ridge Estates - Plan Review Worksheet Address: Quail Ridge Estates Subdivision, Lot #: 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: - sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): q i 2-� sq. ft. (not including accessory structures) Total Proposed Building Coverage: 1'- 0 to 0 sq. ft. Accessory Building Coverage _ sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' 1 Interior Side 5' 5-1 Side on street 10' Rear 20' 31.1 Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' VL _ Side (if under 8' tall) V1 � Rear (8'-15' tall) 59 If1 l� Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% - D 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 ❑ lI he[scij 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 Wheatfd -e 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: UfL�n��1 Name of Firm/ Individual submitting documents:t� 1� Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 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 J_-,W31ley Water District o Denver Water Agency Notes: Signature (Agency Representative) o Wheat Rdge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other e: _!�% -5.Y,7vcfT�5, pvI nW.YZj O W L] C O•0 O •= N C ?� U . �' D. • M '� 1 l�l�U t� i�.i N O N F Z a c 0 U T H LL13-00 V n Y o. o �fl O Q J LL m �' O O ^O on a a� L n O L _ O }- U G C OIn ° O °° 0 0 o a�0- O v J u F F- > o cC o V 3 < p r In o L C) W it 2 CEL E �q 2 RJm q a �+ Sp W Z LL 0in .x 9GL X',G6 - �I 't7 r I I W m W w P - a O rn o lfD k I L'J 471 w N wLn � z N I© Vi > Q m (n n 3aPe3n ,s ra 8�s qti X£ 3Q�P3n �',/ n o o — •Lz 1;79,&7 �� Z£ £'� 68S g�a� cis xz I ��, ( =s 3 hN N ,y .S W x£ p'to AO, r. . ,L •9 z Cq of O N B o o a M/ in I n •r ` = Aq m< V 14 be O = I 0 O '- m m(n �I .5 v it `{ I I• O t' J R' W W< =IA 3 V J N N Q N Lu Q N .Q n W -_ P ® ,Gz F. 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BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) July 25, 2017 Re: 5242 Quail Street 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, 40aet'; G 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 2/26/2016 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 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: �e-40ew Name: Robert R. Short Title: President State of Colorado ) 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: Notryt Public 'JANET $ JACKSON NOTARY PUBLIC STfiTi_ OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 j 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 3of3 2016018379 2126/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CC Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen 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 bender 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 repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in 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, Gulden, 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; NQS- '1rC/xY-cb 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 tiled. 2 1353913.2 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.: 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 1353913.2 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 involve 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 thinly 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.? 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 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("DDr 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 inseI 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 of page intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HONIE§ OF COLORADO, INC., a Colorado corporatioiV By: Title: —, /") ;':' , J _ / .1 STATE OF COLORADO § COUNTY OF,S- The for ping inst ument was acknowledged before me this 26th day of February, 2016, by CiQS t�'1�QS pf2� of REMNGTON HOMES OF COLORADO, NC., a Colorado corporation, on behalf of said corporation. SHANNON >A BUCHANtN Notaryfiublit .. State of Colorado Notary ID 200$4037048 My Commission Expires Se 23, 2017 1353913.2 Witless my hand and official seal. My commission expires: Notary Public Mllm W1 e� MiTek F, 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: R50925725 thru R50925777 My license renewal date for the state of Colorado is October 31, 2017. soolCfi�sF o:o N''.o O2 ;U G� PE -44018 June 23,2017 LBuilding Ong, Choo Soon 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. i 2- �-D C] c, S __3-7 �o Job Truss Truss Type Qty Ply 725A PC LOADING (psl) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 850925725 725A_PC_GL Al GABLE 1 1 MT20 185/144 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 8-9 >746 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:06 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-kOFPJuiD_sl34V9BHX3a5yi1GEoOw8EzaP2BLmz3hyd -_9 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 Ext �1 4x6 = 14 13 12 11 10 3x4 4x6 = 9 6.00 12 3x4 6x12 Scale = 1:76.5 6-9-4 11-11-8 6-9-4 5- -4 19-0-0 7-0-8 26-1-8 7-1-8 Plate Offsets (X Y)-- [6:0-1-8.0-1-121, 18.0-2-8 0-3-12] [9:0-6-8 Edge] [17:0-0-14.0-1-01 LOADING (psl) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.09 8-9 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 8-9 >746 240 BCDL 10.0 BCL2 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.01 8 >999 240 Weight: 235 lb 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 except end verticals. WEBS 2x4 SPF No.2 `Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-13,5-8,2-14,2-13: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 3-9, 4-9, 5-9 OTHERS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 15-16,17-18,19-20,33-35: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 11-11-8 except g p (jt=length) 7=Mechanical. (lb) - Max Horz 14=402(LC 5) 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=-3041253, 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. 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 II; 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. 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) Refer to girder(s) for truss to truss connections. 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. ® 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 Lllg � c� •''•• So :sFo O UO O PE -44018 June ,2017 nav of \ Wheat Ridge MiTek° 7777 Greenback ne.....iAinn piVisOl 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. R50925726 725A_PC_GL A2 Roof Special 6 1 be installed during truss erection, in accordance with Stabilizer Installation Ade. REACTIONS. (Ib/size) 11=1381/0-5-8, 7=1285/Mechanical Max Horz 11=402(LC 5) ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:06 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-k0 FPJuiD_s 134V9B HX3a5yi?QEj Ww4gzaP2B Lmz3hyd -1-0- 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 6x1 5x6 Q 115x6 10 9 6x12 6.00 12 3x6 J 4x6 = 0 AA d Scale = 1:70.9 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCDBC0.0 L 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress liter YES Code IRC2012/TPI2007 CSI. TC 0.78 BC 0.66 WB 0.77 Matrix -R DEFL. in (foe) I/deft L/d Vert(LL) -0.15 8-9 >999 360 Vert(TL) -0.36 8-9 >853 240 Horz(TL) 0.26 7 n/a n/a Wind(ILL) 0.08 8-9 >999 240 PLATES GRIP MT20 185/144 Weight: 135 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 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ade. REACTIONS. (Ib/size) 11=1381/0-5-8, 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 (lb) 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=-425/661,9-10=-179/1123,8-9=-96/2205,7-8=-207/499 WEBS 3-9=-496/276, 4-9=-2051736,5-9=-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)=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) 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% p,D 0 (!� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , F 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 ��,� • SOON ••• will fit between the bottom chord and any other members. . O O? 7) Refer to girder(s) for truss to truss connections. ZO •� 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 t � ON June June 2010ity of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03,2015 BEFORE USE. t r R Id C Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat � 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 properly damage. For general guidance regarding the Building DIMS, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and Best Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 -10 Job Truss Truss Type Qty Ply 725A PC 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 midpl 850925727 725A—PC—GL A3 Roof Special 7 1 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. Job Reference o tional Alpine Lumber co., commerce l;Ity,GU.6UU22 6.110 s Apr 13 2U1 / MI fek Industries, Inc. Thu Jun 22 14:56:07 2017 Page 1 ID:S4 VXXKq_apam_nYJxUgEturtOri-Cbon WEjrIA9wifjOrEapdAF9ae2hfcN6p3nktCz3hyc -1-0- 5-9-1 13-3-0 20-7-1 23-6-5 26-1-8 -0-0 5-9-1 7.5-15 7-4-1 2-11-4 2-7-3 4x 4x6 = 4 12 3x4 11 11 lb 10 11 18 9 Zxv i i 8 06 = 5x10 = 5x8 = 2— Scale = 1:71.4 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/TPI2007 CSI. TC 0.89 BC 0.72 WB 0.49 Matrix -S DEFL, in (loc) I/deft L/d Vert(LL) -0.21 9-10 >999 360 Vert(TL) -0.54 9-10 >573 240 Horz(TL) 0.04 8 n/a n/a Wind(LL) 0.03 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 134 lb FT=20% LUMBER- BRACING - 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 midpl 3-10.5-10 WEBS 2x4 HF Stud *Except* MiTek recommends that Stabilizers and required cross bracing 3-10,4-10,5-10: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer allation guide. 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; VuIt=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 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. PDQ LrG, 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 fit between the bottom BCDL = 10.0psf. �Q� ••••••• ,- will chord and any other members, with ••• S00/ • F ••e 7) Refer to girder(s) for truss to truss connections. Q 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �O 2 8=147,12=168. ; U PE -44018 9 . Q Jung/23,20"y of ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Wheat 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 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 Mi lM} ek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BU1jdIR9 DwjSOR . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback L 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 4-4-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. R50925728 lJob 725A_PC_GL A4 Common 2 1 Installation REACTIONS. (Ib/size) 11=1402/0-5-8, 8=1402/0-5-8 Max Horz 11=-407(LC 6) Reference (optional) Alpine Lum Der uo., L ommerce l�lty,l.V.50UZZ 5.110 5 Apr 13 201 / MI l ek 9I 6-9-4 6-5-12 - 6-5-12 6-9-4 6x6 \' Inc. Thu Jun 22 14:56:08 2017 Page 1 KolaPy52ANnJc1 NE02ZG1jXIPez3hyb 11 lL 13 lu 14 1b y 15 17 8 1Ox12 MT20HS 3x4 = 5x8 = I9 Scale = 1:70.5 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 0.93 BC 0.77 WB 0.55 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.18 8-9 >999 360 Vert(TL) -0.44 8-9 >721 240 Horz(TL) 0.05 8 n/a n/a Wind(LL) 0.03 9-10 >999 240 PLATES GRIP MT20 185/144 MT2011S 139/108 Weight: 138 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, 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 Installation REACTIONS. (Ib/size) 11=1402/0-5-8, 8=1402/0-5-8 Max Horz 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. (lb) -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=-4711118 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)=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) 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. PD0 L/� 4) All plates are MT20 plates unless otherwise indicated. �� F� 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. � S007y •. stC 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 •. will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=171, 8=171. PE -44018 o % • .... •' �� F'SS�ON June 3,20VIty of A WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7473 rev. 10/032015 BEFORE USE. Wheat 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 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 Building Divison�i 7777 Greenback L 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 TCLL 30.0 SPACING- 850925729 725A_PC_GL A5 2 OVER 3 1 1 PLATES GRIP sJob Plate Grip DOL 1.15 TC 0.54 Vert(LL) Reference (optional) AiPne Lum—i t,0., t vmmerce ,,ny,t,v.ouuzz 6x( o. i i u s Apr ii tui / ml I eK Industries, Inc. I hu Jun 22 14:56:09 2017 ID: S4VXXKq_apam_nYJxUgEturtOri-9zwXxwk5GnQexytmzfcHibKa WRtg7X7PGNG1 6-3-0 7-0-0 13-3-0 4x6 34 aJ 3L 31 29 28 27 26 25 24 23 22 21 20 46 = 30 3x4 = 5x6 = jq9 Scale = 1:76.5 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.01 31-32 >999 360 MT20 197/144 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.03 32-33 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.00 33 >999 240 Weight: 206 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING - TOP CHORD WEBS JOINTS 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 jdint(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 joints) 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 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 9-0-11 oc bracing: 33-34 10-0-0 cc bracing: 32-33,31-32. 1 Row at midpt 8-31, 9-29, 10-28, 11-27 1 Brace at Jt(s): 36, 38 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) 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. ,& WARNING • VerNy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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��'�••P� O oij,��FO s OO 0+�: PE -44018 ON June2 °;2017. Ca of MI.wheatRidgf MiTek' 7777 Greenback, wilding Divisors Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:12 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-ZYcgZyn_ZioDoOcLenA_KDyOvfh2Kk_ryLVVYPz3hyX 1 3_ 012 _ 21 5-9-8 12-10-0 I 19A-5 24-9-7 I 30-6-0 3-0-12 0 1-8-12 7-0-8 6-6-5 5-5-1 5-8-9 Scale = 1:56.6 5x10 11 5 20 Truss Truss Type Qty Ply 725,& PC LJob �131 6 7 8 5x6 4 N 850925730 725A_PC_GL Roof Special Girder 1 q N al 15 14 t3 23 24 25 12 26 27 28 11 29 30 31 10 32 33 34 dd� 10x12 MT20HS 10x14 = 3x6 11 10x16 MT20HS = 6x10 = J ob Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:12 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-ZYcgZyn_ZioDoOcLenA_KDyOvfh2Kk_ryLVVYPz3hyX 1 3_ 012 _ 21 5-9-8 12-10-0 I 19A-5 24-9-7 I 30-6-0 3-0-12 0 1-8-12 7-0-8 6-6-5 5-5-1 5-8-9 Scale = 1:56.6 5x10 11 5 20 6.00 21 10x16 MT20HS = 4x12 i 2x4 I 19 10x12 MT20HS = 6 7 8 5x6 4 N n 4X12 2x4 = 3 2 2x4 I I N al 15 14 t3 23 24 25 12 26 27 28 11 29 30 31 10 32 33 34 dd� 10x12 MT20HS 10x14 = 3x6 11 10x16 MT20HS = 6x10 = 8x12 = 3x6 II 3.00 12 1 3-0-12 4-0-12 5-9-8 12-10-0 19-4-5 24-9-7 0-6-0 331-0.0-8- 2 7-0-8 6-6-5 5-5-1 5 -8 - Plate Offsets (X,Y)-- [1:0-6-8,0-3-4],11:0-1-12,0-0-141, [1:0-0-4,Edge], [2:0-1-13,0-3-10], [2:0-7-14,3-0-0],13:0-1-12,0-2-01, [4:0-5-4,0-1-8], [6:0-7-12 Edge], [8:0-3-12,0-5-0], [9:Edge.0-3-01. [10:0-3-12.0-6-8] [12:0-4-0.0-5-121, [13:0-7-4 Edge] [15:0-0-15.0-3-101 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def[ L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.64 11-12 >565 360 MT20 174/144 (Roof Snow=3 0) BCDL 1 00 1 Lumber DOL 1.15 BC 0.97 Vert(TL) -1.26 11-12 >287 240 MT20HS 139/108 . BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.36 9 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.38 11-12 >953 240 Weight: 611 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 6-8. WEBS 2x4 HF Stud "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-15,3-14,8-9: 2x8 SPF 1950E 1.7E 5-12,8-10,16-17: 2x6 SPF 1650F 1.5E, 6-12: 2x4 SPF 165OF 1.5E REACTIONS. (Ib/size) 1=9879/0-5-8, 9=11383/0-5-8 Max Horz 1=196(LC 7) Max Uplift 1=-1196(LC 10), 9=-1449(LC 11) Max Grav 1=9879(LC 1), 9=11458(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-26434/3268, 2-3=-25273/3216, 3-4=-29093/3647, 4-5=-17873/2231, 5-6=-17850/2203, 6-7=-24278/3071, 7-8=-24278/3071, 8-9=-9089/1192 BOT CHORD 1-15=-2927/22599, 14-15=-2921/22442, 13-14=-2993/23181, 12-13=-3279/25614, 11-12=-4516/35913, 10-11=-4502/35754, 9-10=-206/1508 WEBS 2-15=-141/1426, 3-14=-2624/279.3-13=-538/4613, 4-13=-809/7041, 4-12=-10181/1454, 5-12=-1780/15054, 6-12=-20923/2719, 6-11=-264/2324, 6-10=-12284/1504, 7-10=-510/272, 8-10=-3085/24362 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 13-4 2x4 - 1 row at 0-4-0 oc p 0 li , 2x6 - 2 rows staggered at 0-9-0 oc. P C O� F� 2 All loads are considered equally applied to all lies, except if noted as front F or back B face in the LOAD CASES section. PI toe••""'••• q Y PP P P O O O Y connections have been to distribute only Toads indicated. O• so0 • sf� : N '. ply provided noted as (F) or (B), unless otherwise 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; V O � O? •: enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �!r0 U DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 : PE -44018 5) Unbalanced snow loads have been considered for this design. O �� 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 13 = 16%, joint 10 = 8%•."'•9) SOON 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. June 23,20t3ty pf ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Rid V �e 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" �Li! ding is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1) - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L e pn,t1 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite i m, Job Truss Truss Type Qty Ply 725A PC 850925730 725A_PC_GL B1 Roof Special Girder 1 q J Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:12 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-ZYcgZyn ZioDoQcLenA_KDyOvfh2Kk_ryLVWPz3hyX NOTES - 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 Qt=1b) 1=1196, 9=1449. 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 695 Ib down and 98 Ib up at 1-0-12 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, 1270 Ib down and 167 Ib up at 17-11-4 , 1270 Ib down and 167 Ib up at 19-11-4, 1270 Ib down and 167 Ib up at 21-11-4, 1270 lb down and 167 Ib up at 23-11-4, 1270 Ib down and 167 Ib 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: 1-5=-80, 5-6=-80, 6-8=-80, 1-13=-20, 9-13=-20 Concentrated Loads (lb) Vert: 13=-1265(F) 15=-693(F) 14=-445(F) 18=-640(F) 23=-1265(F) 24=-1265(F) 25= -1265(F)26= -1265(F) 27=-1265(F) 28=-1270(F) 29=-1270(F) 30=-1270(F) 31=-1270(F) 32=-1270(F) 33=-1270(F) 34=-1276(F) City Of ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/032015 BEFORE USE. e a, Ridge 1dge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not FVV 1 1 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 MITBk• BUiidln is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 Divison . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:14 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-VxjQ_eoE5K2w2jmkICCSPei RxSNlofG80f_cdlz3hyV T1-0-0 5-9-6 12-10-0 20-8-0'-5-4 I 306-0 7-0-8 7-10-0 4-9-4 5-0-12 Scale = 1:55.5 5x6 = 4x6 3.00 512 _ Truss Truss Type Qty Ply 725A PC850925731 L5, �B2 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP _PC_GL Plate Grip DOL 1.15 Roof Special Girder 1 n L MT20 185/144 Lumber DOL 1.15 BC 0.98 Vert(TL) ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:14 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-VxjQ_eoE5K2w2jmkICCSPei RxSNlofG80f_cdlz3hyV T1-0-0 5-9-6 12-10-0 20-8-0'-5-4 I 306-0 7-0-8 7-10-0 4-9-4 5-0-12 Scale = 1:55.5 5x6 = 4x6 3.00 512 _ 5-9-8 12-10-0 I 5-918 7-0-8 20.8-0 7-10-0 25-5-4 306-D 4-9-4 -0-1 Plate Offsets (X.Y)-- [2:0-2-8.0-2-0]. [5:0-3-4.0-3-41, 18:Edge 0-3-8] [10:0-4-0. Edge],I'll 2:0-3-0.0-3-81 LOADING (psf) TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.45 10 >809 360 MT20 185/144 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.87 10 >416 240 BCDL BCLL 10.0 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.28 10 >999 240 Weight: 310 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-11,5-9,7-9:2x4 SPF No.2 WEBS 1 Row at midpt 5-11 REACTIONS. (Ib/size) 8=2668/0-5-8,2=1879/0-5-8 Max Horz 2=182(LC 46) Max Uplift 8=-470(LC 11), 2=-259(LC 10) Max Grav 8=2680(LC 27), 2=1879(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5308/755, 3-4=-3240/479, 4-5=-3239/441, 5-6=-7516/1253,6-7=-7516/1253, 7-8=-2432/443 BOT CHORD 2-12=-752/4642, 11-12=-715/4410, 10-11 =-1594/10163, 9-10=-1594/10163, 8-9=-64/312 WEBS 3-12=-102/1164, 3-11=-1834/437, 4-11=-208/2114,5-11=-7513/1302, 5-10=-28/411, 5-9=-2933/340, 6-9=-514/189, 7-9=-1256/7525 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 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=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 atjoint(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 Ot=lb) 8=470,2=259. 12) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. c>D ° oNrC%�F s r°° 02 O PE -44018 01 ; ��� .... \ ss10ru June 2 , 017 City of A WARNING - Veflly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 1010312015 BEFORE USE.Wheat Ridc 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' Bc111ding Divis 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 Job Truss Truss Type Qty Ply 725A PC �132 850925731 725A—PC—GL Roof Special Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:14 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturt0ri-VxjQ_eoE5K2w2jmkICCSPe1 RxSNlofG8Qf_cdlz3hyV 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=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 5-7=-80, 2-12=-20, 8-12=-20 Concentrated Loads (lb) Vert: 17=-881(B) 18=-185(B) 19=-185(B) 20=-185(B) City of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/07/2015 BEFORE USE. Wheat p teat r'f `CJ 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" BU -(ding DlViS 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 ANSVTPIt 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 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. 850925732 725A -PC -GL 83 Roof Special 2 1 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=-2888/471, 4-5=-1511/207, 5-6=-1469/235, 6-8=-1756/257 Job Reference lontinnall Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:15 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-z7HpCzpssdAnftLwJwjhysaWLsn?XE4leJk99kz3hyU -1-0-0, 5-9-8 12-10-0 17-9-4 23-0-0 X1-0-0 5-9-8 7-0-8 4-11-4 5-2-12 5x6 = 5x8 I1 3.00 F12 8 I9 d 15 Scale = 1:46.8 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 DOL1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.84 BC 0.76 WB 0.44 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.18 9-10 >999 360 Vert(TL) -0.45 9-13 >614 240 Horz(TL) 0.14 8 n/a n/a Wind(LL) 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 1650F 1.5E 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 allatiQn guide, 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=-2888/471, 4-5=-1511/207, 5-6=-1469/235, 6-8=-1756/257 BOT CHORD 2-10=-492/2578, 9-10=-473/2479, 8-9=-156/1523 WEBS 4-10=-39/588, 4-9=-1334/386, 5-9=-34/726, 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. 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. PD 0 LIC 7) Refer to girder(s) for truss to truss connections. �� •••••• F� 8) 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 ��•e•'•SOO ••• �sF surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=139, 2=177. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum PE -44018 sheetrock be applied directly to the bottom chord. 0. ON June June 23.2017 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �f Y V heat Rid a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �n�� y� rP.. i�t f� U 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. Forgeneral 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 clUiiding DiviS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Job Truss Truss Type City Ply725A PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 850925733 725A -PC -GL 84 Roof Special 5 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (ootionah Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:15 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEtuzlOri-z7HpCzpssdAnftLwJwjhysaV3slJXDxleJk99kz3hyU i-1-0-0 5-9-8 F 12-10-0 17-9-4 23-0-0 24-0-0 �1 5-9-8 7-0-8 4-11-4 5-2-12 1-0-0 o� a Scale = 1:43.0 4x6 = 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 >401 240 U TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.16 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITP12007 Matrix -S Wind(LL) 0.11 10-11 >999 240 Weight: 94 lb FT=20% LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E *Except* 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; 5-9: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* DOL=1.33 2-11: 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-3-3, Right 2x6 SPF 1650F 1.5E 2-10-12 REACTIONS. (Ib/size) 2=1234/0-5-8, 8=1224/0-5-8 non -concurrent with other live loads. Max Horz 2=143(LC 10) 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 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=-490/2593, 10-11=-466/2472, 8-10=-152/1490 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-0 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 Installation guide, WEBS 4-11=-49/676, 4-10=-1362/401, 5-10=-37/721, 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. 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 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. D O Lr P C 7 Bearingat joints 2 to ANSIfTPI 1 O� �� considers parallel rain value using angle to rain formula. Building designer should verify••""••• t 1 O P 9 9 9 9 9 9 capacity of bearing surface. 0 •• S00 % cS� V /y •a Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) � O 00 �O O? •: 2=179,8=160. U i PE -44018 i • 2 0, •.�\�� FSs�ON • N June�3,201�7 of t AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® Wheat Ridge' connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ 1 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 Bu DIV lS_ �+ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 b Truss Truss Type Qty Ply 725A PC L7251—PC—GL �135 BRACING - TOP CHORD 850925734 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, Roof Special Supported Gable 1 1 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS Job Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 I 1-0-0 12-10-0 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:16 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-RKrBPJgUdx IeH 1 v6tdEwV37laGIaGm9RlzTjhBz3hyT 4x6 = 10-2-0 1-0-0 Scale = 1:47.1 37 36 8x8 i 3x6 = 3.00 12 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 0.10 BC 0.03 WB 0.07 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loo) I/deft Lid 0.00 19 n/r 120 0.00 19 n/r 120 0.00 19 n/a n/a PLATES GRIP MT20 197/144 Weight: 112 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 4) Unbalanced snow loads have been considered for this design. 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 7) Gable requires continuous bottom chord bearing. MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x4 SPF No.2 1-7-3 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 23-0-0. will fit between the bottom chord and any other members. ; U ; (lb) - Max Horz 37=144(LC 7) PE -44018 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. 12) Beveled to o Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, 26, 25, 24, 23, 22, 21. 36, 26, 25, 24, 23, 22, 21 FSS/oN at Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31, Ju . 23,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 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 IM Building 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 11; 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 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated.0 Po 0 LIG 7) Gable requires continuous bottom chord bearing. F 2 8) Gable studs spaced at 1-4-0 oc. ....••••• • ��••• SOOyy'• 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �sfO V • 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 �O will fit between the bottom chord and any other members. ; U ; 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 to o plate or shim required provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, �ox" 26, 25, 24, 23, 22, 21. FSS/oN at Ju . 23,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. l g e 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 IM Building building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing pjl,iso , MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '0 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 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 PLATES GRIP MT20 197/144 Weight: 74 Ib FT = 20 LUMBER- BRACING - TOP CHORD L725APCR50925735 725A_PC_GL C1 Scissor Supported Gable 1 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS erenc�(oofior,7.11 Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:18 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-Oizxq?rl9YYM WL3V_2GOaU CD_3yFkhtkKHygm3z3hyR 1-0-07-6-0 15-0-0 16-0-0 1-0-0 I 7-6-0 ~ 7-6-0 01 0 4x6 = 26 27 17 16 3x4 i 3x4 II Scale = 1:45.6 LOADING (psf) TCLL 301 (Roof Snow=3 0)) TCDL 10.0 BCLL 0.0 B DL 1 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.11 BC 0.09 WB 0.05 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d 0.00 15 n/r 120 -0.00 14 n/r 120 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 purlins, BOT CHORD 2x4 SPF No.2 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 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 5) All plates are 2x4 MT20 unless otherwise indicated. iTek recommends that Stabilizers and required cross bracing 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).S. JQ� t•���•• F2 '•+• Fbeinstalledduring truss erection, in accordance with Stabilizer 8) Gable studs spaced at 1-4-0 oc. ;' Q 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. stallation nide. REACTIONS. All bearings 15-0-0. will fit between the bottom chord and any other members. PE -44018 (lb) - Max Horz 28=-265(LC 6) 26, 21, 20, 19, 18 except (jt=1b) 28=372, 22=136, 27=287, 17=170. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. 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) /p 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. 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. 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. Pp 0 LIC 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).S. JQ� t•���•• F2 '•+• •'••g0O N +• < G 8) Gable studs spaced at 1-4-0 oc. ;' Q 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J'rQ 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 ; C �1 ; 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 except (jt=1b) 28=372, 22=136, 27=287, 17=170. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. 0 • • � /p Jun 23 200ty of A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10103/2015 BEFORE USE. V V n ea t 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 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 Tek" B�Lan Div- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the On fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 21 B N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:18 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Oizxq?rl9YYMWL3V_2GOaUCAB3vEkcwkKHygm3z3hyR 1-1-0-0 , 3-10-12 7-6-0 l 10-11-0 14-7-8 1-0-0 3-10-12 3-7-4 3-5-0 3-6-8 46 11 11 3x4 3x4 Scale = 1:44.6 3-10-12 7-6-0 10-11-0 14-7-8 3-10-12 3-7-4 3-5-0 3-8-8 Truss Truss Type Qty Ply 725A PC 5725 DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 850925736 A APC GL C2 Scissor 2 1 Vert(TL) -0.09 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.10 7 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:18 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Oizxq?rl9YYMWL3V_2GOaUCAB3vEkcwkKHygm3z3hyR 1-1-0-0 , 3-10-12 7-6-0 l 10-11-0 14-7-8 1-0-0 3-10-12 3-7-4 3-5-0 3-6-8 46 11 11 3x4 3x4 Scale = 1:44.6 3-10-12 7-6-0 10-11-0 14-7-8 3-10-12 3-7-4 3-5-0 3-8-8 Plate Offsets (X Y)-- [6:0-3-0,0-1 121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.04 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.10 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 9 >999 240 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 illation guide, 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; 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) 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. 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 for truss to truss O LICF�s girder(s) connections. ���ND 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify : 0 SOO/[j •F� V .. capacity of bearing surface. . O 02 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=lb) r0 11=102. : U 0 ; PE -44018 FSS/ON June 23,20i1aiy ®f AWARNING - V dfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Wheat Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ridge dge 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' Building Divi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback a SOfja/ 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 I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 850925737 725A_PC_GL C3 Common Supported Gable 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:19 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-svXJ1 LsNwsgDBVehYlod6ilOkTIVT7ZtZxiNIVVz3hyQ i-1-0-06-3-0 1 12-6-0 13-6-0 1-0-0 6-3-0 6-3-0 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 11 3x4 = Scale= 1:41.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 12 n/r 120 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for 10.0 bottom live load PD 0 L'CF Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 ' B DL 10.0 Code IRC2012ITP12007 Matrix -R Weight: 72 lb 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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. 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) 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. 8) This truss has been designed for 10.0 bottom live load PD 0 L'CF a psf chord nonconcurrent with any other live loads. `This 9) 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 SQO •• fwill fit between the bottom chord and any other members.QN••10) O22, (.1fo Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 14, 19, 20, 21, 18, 17, 16 except (jt=lb) 24=201, 23=195, 15=149.PE-44018 17 AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10107/2015 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 Building DivisOri 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 p d iTek' 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 Oty Ply 725A PC 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 pur ins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 850925738 725A_PC_GL D1 Half Hip 1 1 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) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 2214:56:20 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-K55iFht?hAo4meDt6TJsfvHLVtVsCUmlobRwgyz3hyP -1-0-0 , 7-6-0 12-0-0 100 760 460 QId 5x8 = Scale= 1:22.0 3x4 11 5x6 = exv 11 5 3x4 = 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 1.00 BC 0.65 WB 0.47 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.11 2-6 >999 360 Vert(TL) 0.25 2-6 >554 240 Horz(TL) 0.02 5 n/a n/a Wind(LL) 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 pur ins (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 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. 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) 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 widewill 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 Qt=lb) rPE-44018 5=107,2=165.9) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. -miry Of 23,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. "'t L `_1' u 9 e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notId! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall BDildin building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 9 DfUison 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 ANSIrrPll 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 log Job Truss Truss Type City Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925739 725A_PC_GL D2 Half Hip 1 1 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:21 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOrioHf4S 1 udSTwxOoo4gAg5C7gfuHvyx_BAt FBUNOz3hyO -1-0-0 _ 4-9-5 9-6-0 12-0-0 1-10 4-9-5 4-8-11 2-6-0 6x6 = 2x4 11 4x6 = J J 3x5 = Scale = 1:24.7 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 YES Code IRC2012/TPI2007 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 L/d -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: 46 Ib 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 except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 4-5. 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) 6=576/0-5-8, 2=685/0-5-8 Illatim guide, 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=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) 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) 6=109, 2=163. 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING • ar7 des! rameters and READ NOTES ON THIS D INCLUDED A V fY designparameters AN CL DED MITEK REFERENCE PAGE 114111-7473rev. 10/07/2015 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ctZPD 0 UCM �o:soo .•o ty • ;s< ZO 0210 ;U Oo PE -44018 Jun 23,20"'ify Of "ifl�� eat Ridge MIT®k' Building Divisor, 7777 Greenback Lan Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925740 725A -PC -GL D3 Monopitch 3 1 except end verticals. WEBS 2x4 HF Stud O� F� BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:212017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-o Hf4SludSTwxOoo4gAg5C7genHwJxzWA1FBUNOz3hyO -1-0-0 5-7-13 11-6-8 1-0-0 5-7-13 5-10-11 3x4 = Scale= 1:28.0 5x10 % 4 46 = 3x9 11 3x4 11 9I a 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 0.46 BC 0.38 WB 0.38 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.04 2-7 >999 360 -0.10 2-7 >999 240 0.01 9 n/a n/a 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-10 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. 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 O� F� BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud : O capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing WEDGE U � 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud • illation guide REACTIONS. (Ib/size) 2=666/0-5-8, 9=526/0-1-8 Fss/nni . 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=-1086199,3-4=-1089/188 BOT CHORD 2-7=-191/944 WEBS 3-7=-480/199, 4-7=-222/1006 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 D O L/ P (; O� F� will fit between the bottom chord and any other members. O� .••""•••• s SO07y ••• F0 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify : O capacity of bearing surface. ; O O a. • 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. U � 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) PE -44018 ' 2=137, 9=119. • �O� Fss/nni . June 23,2QJt7 of Ridge AWARN/NG . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. `r� 1 at Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V V 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 MiTekP • Building D1V1SOn,. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L e ®tet' 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 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP 850925741 725A_PC_GL J1 Roof Special Girder 1 1 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.06 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNoAhE_gPeJFvwlvgz3hyN -11 -0 1 4-4-14 9-0-14 1-5-0 4-4-14 4-8-0 Scale = 1:19.3 4x6 4 4x6 = 12 7 6 46 = 14 4-4-14 4-7-6 0-0-9 Plate Offsets (X Y)-- [2:0-0-0.0-1-151, [2:0-1-14.0-8-51 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 8 >999 360 MT20 185/144 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 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 8 >999 240 Weight: 33 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 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. 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) 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 (Ib) 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)=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 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 fit between the bottom NDID 0�F2 will chord and any other members. •••• s�O 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 0�� •'•SOON .• V • 7=143,2=157. O 40 02 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 ZO 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 ; C) �1 ; 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). LOAD CASE(S) Standard �0 • •; �CV� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 '� ..•• ASO Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 June)6,2017 all ,& WARNING - Verity 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 Wheat Ridge 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 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 L uiiding Divison Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 .'40 Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-26(F=-13, B=-13) 12=-316(8) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNoAhE_gPeJFvwlvgz3hyN City Of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. v v I I Cd L 1-i 1g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Fe tru 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' Building DIVISOn 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 Truss Truss Type Qty Ply 725A PC 5725 R50925741 A_PC_GL J1 Roof Special Girder 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-26(F=-13, B=-13) 12=-316(8) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNoAhE_gPeJFvwlvgz3hyN City Of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. v v I I Cd L 1-i 1g e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Fe tru 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' Building DIVISOn 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 Job Truss Truss Type Oty 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 R50925742 725A_PC_GL J2 Monopitch 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 Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNiBhF4gVgJFvwlvgz3hyN i -1-0-06-5-8 1.0-0 6-5-8 —� 2x4 11 Scale= 1:17.8 3x4 = 4 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/TPI2007 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(LL) 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 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=111, pp 0 L!C ���•e••••••��?/s �4 , • SOO/y •.• t�4 O 02 �O PE -44018 FSs�QN June - ,2017Cj=y of ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE.VVr 1 ea t ,, j �, g Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ' `J 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 bracingMiT®k` f3 tJjjdi� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 divisor 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 City Ply 725A PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R50925743 725A_PC_GL J3 Monopitch 3 1 Vert(TL) -0.06 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:23 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-kgmgtivtz5Afd6ySnbsZHYvO44dm Pu?TUZgbRHz3hyM -1-0-0 4-10-9 10-0-0 0.1 4-10-9 5-1-7 5x8 % Scale = 1:23.6 46 = 3x4 II 3x4 = I� d 4-10-9 10-0-0 4-10-9 Plate Offsets (X.Y)-- f2:0-1-13.0-6-11, [2:0-0-0.0-1-14), [4:0-2-4.0-2-121 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 0.34 Vert(LL) -0.03 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.06 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.01 9 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.02 2-7 >999 240 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 illation guide. 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 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 D O L! P c O� F� will fit between the bottom chord and any other members. �� •.••SAO •.•ter% N 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify �' O Q capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. C) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=124,9=102. PE -44018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/03/1015 BEFORE USE. V V r` ea t R f d g 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 M iT®'0k� �ul[�In is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 bl VlSOn 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 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925744 725A PC GL J4 Jack -Closed 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (ootionan Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:24 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-CSKC52wWk01 WFGXfLJNopIS5yUxU7P9cjCP8zjz3hyL -1-0-05-11-11 1-0-0 5-11-11 Scale = 1:17.0 2x4 II 3 4 3x4 = 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 WE 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.06 2-6 >999 360 -0.14 2-6 >469 240 -0.00 6 n/a n/a 0.00 2 ••" 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 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 � 0 DID L%�' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=106. MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud �� .••• 500/ •.• t� be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=296/Mechanical, 2=378/0-3-8 illation guide. Max Horz 2=112(LC 9) 0. Max Uplift 6=-60(LC 10), 2=-106(LC 6) FSs�oN Max Grav 6=337(LC 15), 2=392(LC 15) June 2 017 City Of 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. 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 girder(s) for truss to truss connections. � 0 DID L%�' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=106. ���P• F/�s �� .••• 500/ •.• t� PE -44018 0. FSs�oN June 2 017 City Of t AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03r2015 BEFORE USE. vVI1t!a1 i-{ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not OF 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 WOWF3Uliding DI n 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 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, 850925745 725A -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 Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:24 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0ri-CsKC 52wMOI WFGXfLJNopIS CtU?27P9cjCP8zjz3hyL -1-0-0 3-11-11 1-0-0 3-11-11 3x4 = 2x4 II 4 Scale= 1:12.3 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 IRC2012/71`12007 CSI. TC 0.27 BC 0.12 WB 0.00 Matrix -P DEFL. in (loc) I/defl 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 illation guide, REACTIONS. (Ib/size) 3=137/Mechanical, 5=41/Mechaniral, 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. 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 lb uplift at joint(s) 3, 2. N90 LICF� soov C.' 02 zoo PE -44018 . ON June 23.2017 lY of June A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. ' UV n e a t R j d g 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 MR. Building �iVl$p. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Nli 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 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. 850925746 725A_PC_GL J6 Jack -Closed 2 1 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) ob Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:25 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-h2ublOxBViRNsQ5rvOul Mz_QjuMhssPmxs9hW9z3hyK 1-0-0 1-11-11 3x4 = Scale = 1:9.0 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/TPI2007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 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 illation guide. REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical 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; 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) 2, 3. 0 t'_IOF, o�NO VO�e••••soo, e ;`rF0 O 02 :AZO ;U O; PE -44018 FSS�ON • �� June 23, 017 COY 01 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Wheat R ��, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note 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 bracingj3 Ujjdj MiTek" ng is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Divi, o„ fabrication, storage, delivery, erectionand 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 Job Truss Truss Type Qty Ply 725A PC PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 850925747 725A_PC_GL J7 Monopitch Supported Gable 1 1 1 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:25 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-h2ublOx8ViRNsQ5rvOu1 Mz_QiuMsss7mxs9hW9z3hyK -1-0-05-10-15 1-0-0 5-10-15 2x4 11 10 9 8 7 3x4 = 2x4 11 2x4 11 2x4 11 2x4 I 3x6 11 Scale = 1:17.3 Plate Offsets (X Y)-- [2:0-0-0.0-1-61, [2:0-1-13.0-6-11 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 1 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IRC20121TP12007 Matrix -P Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 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 Installatim guide. REACTIONS. All bearings 5-10-15. (lb) - Max Harz 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. 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 ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; 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. p O �' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' P C 0� F� 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••SOO fit between the bottom •e• cSF V : N •. will 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. 0 �O O? •� 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 2. PE -44018 90� SFS si0 EN June 23.2017 ,& 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 MR,r� t a truss system. Before use, the building designer must verfy the applicability of design parameters and properly incorporate this design into the overall �,��nea Rt 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan �IV15 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Building Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals. 850925748 725A_PC_GL K1 Roof Special Girder 1 1 Max Horz 2=123(LC 9) Max Uplift 4=-211(LC 10), 2=-151(LC 6) Max Grav 4=1119(LC 15), 2=631 (LC 15) Job Reference (ootional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:26 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-9FSzVkymGOZDUZg1 SkQGuAXSEle5bJfvAWuF2cz3hyJ -1-5-0 ( 4-6-12 9-1-9 1-5-0 4-6-12 4-6-12 5x8 I I Scale = 1:20.2 5X8 11 4x0 II I3 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/TPI2007 CSI. TC 0.67 BC 0.28 WB 0.00 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.07 2-6 >999 360 Vert(TL) -0.18 2-6 >576 240 Horz(TL) 0.03 4 n/a n/a Wind(LL) 0.03 2-6 >999 240 PLATES GRIP MT20 1971144 Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 4-5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Illatign guide, REACTIONS. (Ib/size) 4=1044/0-2-2, 2=596/0-7-6 Max Horz 2=123(LC 9) Max Uplift 4=-211(LC 10), 2=-151(LC 6) Max Grav 4=1119(LC 15), 2=631 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-277/30, 4-6=-87/730 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 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 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. PD 0 L1cF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) s 4=211,2=151. ,,.....,,. SOQ •e i 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. �O N O 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. i- 11) 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 Ib 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 Ib PE -44018 ' 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). �� •��� LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •..,•,. ss�(1RI June 23,2017 coy nt ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 101032015 BEFORE USE.V Y h ea t V 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 Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" B Qlidin is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the (g D;. 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 a Job Truss Truss TypeQty Ply 725,& PC R50925748 725A_PC_GL K1 Roof Special Girder 1 1 ob Reference o tionet) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=1(F=4, B=-3) 9=-26(F=-13, B=-13) 10=-615(F=-301, B=-314) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:26 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-9FSzVkymGOZDUZg1 SkOGuAXSEle5bJfvAWuF2cz3hyJ ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 tru system. Before use, the building designer must verity the applicability ofdesign parameters and properly incorporate this design into the overall W heat R i(; f 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 L e Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 B U I1d inn Diw Job Truss Truss TypeQly DEFL. in (loc) I/deft L/d Vert(LL) -0.06 5-6 >999 360 Vert(TL) 0.15 5-6 >569 240 Horz(TL) 0.04 3 n/a n/a Wind(LL) 0.03 5-6 >999 240 Ply 725A PC TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 850925749 725A -PC -GL K2 Roof Special Girder 1 1 Max Uplift 3=-53(LC 10), 7=-148(LC 6) Max Grav 3=423(LC 15), 7=537(LC 15) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:28 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-5dajwQzOodpxjtgQa8Sk_bco95Jm3A9CegNM6Uz3hyH -1-5-07-8-3 7-t9 1-5-0 7-8.3 D- -7 Scale= 1:19.1 4x8 3 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 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/TP12007 CSI. TC 0.64 BC 0.33 WB 0.13 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.06 5-6 >999 360 Vert(TL) 0.15 5-6 >569 240 Horz(TL) 0.04 3 n/a n/a Wind(LL) 0.03 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 30 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7: 2x6 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 3=367/0-1-8, 7=508/0-7-6 Max Horz 7=123(LC 32) Max Uplift 3=-53(LC 10), 7=-148(LC 6) Max Grav 3=423(LC 15), 7=537(LC 15) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-465/81 WEBS 2-6=-49/371 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.; C1=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. 0 CIG, 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 4,.P9 F2 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) �.•'• •SsF� SOON 7=148. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. Q ! r0 O? •0 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ; U G) ; 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 PE -44018 ; 2-9-8, 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. .:'Q 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10 F \ LOAD CASE(S) Standard OS/ON June 23.2017 �~ ,& WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE.n , a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not W heat �� Rid a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall wi, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®kp 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 ANSOTPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Building Dlvls 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 850925749 725A—PC—GL K2 Roof Special Girder 1 1 Job Reference lootional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l 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) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:28 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturt0ri-5dajwQzOodpxjtgQa8Sk_bco95Jm3A9CegNM6Uz3hyH City of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Wheat y Design valid for use only with MiTek® Y V connectors. This design is based only upon parameters shown, and is for an individual building component, not �p 1 I ea t R { j I. 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Building DMS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.03 5-6 >999 240 Horz(TL) 0.01 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly �Qty BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 725A_PC_GL K3 Monopitch 4 1 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) Job Reference (optional)850925750 Alpine Lumber Co., Commerce Cily,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:29 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-Zg758m_eZxxoL1Pc8szzWp9_5ViOoeELsU7vfwz3hyG -2-0-05-6-0 -� 2-0-0 5-6-0 3x6 11 2x4 11 Scale = 1:19.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012lrP12007 CSI. TC 0.56 BC 0.14 WB 0.07 Matrix DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.03 5-6 >999 240 Horz(TL) 0.01 3 n/a n/a Wind(LL) 0.01 5-6 >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 5-6-0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. 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 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. NO 0 LIG 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) ••••••� Fjvs 7=167. ��� � ; •• SOO •••• (� 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. : O N % �O U7 •� PE -44018 0 Fss�ON June 2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411-7473 rev. 10/03/2015 BEFORE USE. " Wheat RIC e e 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 buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always for to injury damage. For the MiTek" F1il11lrjlfl ClIVISO! g f required stability and prevent collapse with possible personal and property general guidance regarding 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 _ _,r 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. 850925751 725A -PC -GL K4 Jack -Closed 1 1 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) Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:29 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-Zg758m_eZxxoLlPcBszzWp9y5ViXoeDLsU7vfwz3hyG 2-0-0 5-11-11 Scale = 1:20.1 5.6 3 2x4 11 3x4 11 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/TPI2007 CSI. TC 0.69 BC 0.17 WB 0.08 Matrix -R DEFL. in (loc) I/defl 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 I 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)=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 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) Refer to girder(s) for truss to truss connections. PO LSC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 8=167. � , F� '-% C)� sooty O%i �OO i ;U PE -44018 ccss�ON v� June .23,2017 AWARN/NG - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/09/2015 BEFORE USE. -- Wheat 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 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 MIT2k' Building Divisor 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-99 and BCSI Building Component 7777 Greenback Lan 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 i 1-0-0 2-11-11 LOADING (psf) SPACING- 2-0-0 850925752 725A_PC_GL K5 Jack -Closed 2 1 TC 0.36 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (notional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:30 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-10hUL6?GKE3fzB_ohZUC3OiCyv3ZX63V58sSBNz3hyF 2-0-0 3-11-11 Scale = 1:14.9 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.; C1=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 (jt=1b) 7=148. 6�p,DO LIC'F Off': •• S007y .40 C .0 PE -44018 os' June 23 2017 y� 01V of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/03/2018 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 Wheat R idg 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 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 Lan Building Diviso Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 2x4 4 2x4 11 1-0-0 3-11-11 i 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 0.36 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 B DL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 16 lb 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. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer nstallation 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 (lb) or less except when shown. TOP CHORD 2-7=-385/118 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.; C1=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 (jt=1b) 7=148. 6�p,DO LIC'F Off': •• S007y .40 C .0 PE -44018 os' June 23 2017 y� 01V of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/03/2018 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 Wheat R idg 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 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 Lan Building Diviso 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 (Roof Snow=30.0) Plate Grip DOL 1.15 R50925753 725A PC GL K6 Jack -Closed 2 1 Vert(TL) 0.00 5-6 >999 240 _ Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:30 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-1OhUL6?GKE3fzB_ohZUC3OiCyv3uX6eV58sSBNz3hyF 2-0-0 - 1-11-11 3x4 2x4 11 5 Scale = 1:11.6 1-11-11 1-11-11 Plate Offsets (X Y)-- [3:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.00 5-6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 5-6 >999 240 BCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) -0.00 6 >999 240 Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, 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 illation ouide, 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 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. O L/ DO L/�' 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3 except Qt=lb) 6=167. 0�,p F/v � •' �0�: $OpN e ASF O �2 PE -44018 S/0 EN June ?3,201.7_ . A WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. n 1 h Cy a t r� j ,.r Wheat V V r 1 r1 U 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 Building Divisc fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 i Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925754 725A_PC_GL K7 Jack -Closed 1 1 except end verticals. If BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine LUmDer 1:0., Commerce l:Ity,l:V.6UU22 6.110 s Apr 13 201 / MITek Industries, Inc. Thu Jun 22 14:56:31 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-VCFsZS?v5YBWaLZ?FH?RbEEHNJLOGZ1eKocOjpz3hyE 5-11-11 5-11-11 Scale = 1:20.1 5.6 2 3 6 2x4 5 7 4 3.4 11 3x5 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/TPI2007 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 Installation guide. 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 6-7=-194/254 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 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 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. PDO Llc Gy4� ••p SOOAI**.FO Z� OZ ;U �. PE -44018 ON June June 23,,2017 :fy of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 Wheat V BEFORE USE. h e a t R) U g 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• aLll)dln is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the g DIVISO fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R50925755 725A_PC_GL K8 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 ob Reference o tionet Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:312017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-VCFsZS?v5YBWaLZ?FH?RbEEOdJ0oGZZeKocOjpz3hyE 3-11-11 3-11-11 5 2X4 \\ 6 2x4 11 i 1-0-0 3-11-11 � 1 -D -D 2-11-11 2x4 113 Scale = 1:14.9 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 0.30 Vert(LL) -0.01 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.02 2 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 5 >999 240 Weight: 13 Ib FT = 20 B DL 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. 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) 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. ��PDO LICF� O� .••• Soo/v% 0 ;U PE -44018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/032015 BEFORE USE. Wheat 1 Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Y Vi 1 ea t 1-j id 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 alJi(dj fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPflII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 9 DIVIS n 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 850925756 725A—PC—GL K9 Jack -Closed 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) Alpine Lumber Go., commerce Gity,GD.80022 2x4 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:32 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-zPpEmnOXssJNCU8Bp_Wg6RndOjIR?08oYSLZFFz3hyD 1-11-11 A nn 2x4 2x4 11 4 Scale= 1:11.6 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 IRC2012fTP12007 CSI. TC 0.05 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 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 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) 5=82/0-5-8, 4=20/Mechanical, 2=80/Mechanical 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 (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 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) 2. PE -44018 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111.7473 rev. 1010312015 BEFORE USE,e a t Ric, I 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®k" BUilding Divi 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 ANSI1TP11 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 Cit—HeinhN CA Q.Wn A Job Truss Truss Type City Ply 725A PC LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 850925757 725A_PC_GL K10 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 Rep Stress Incr YES Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:27 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-dROLj4y01 Jh46jFEORxVR04j9il sKIT3PAeoa2z3hyl 1-0-0 3-11-11 �vA Scale = 1:14.9 114 2x4 12x4 1-0-0 3 r -11 -it 1-0.0 2-11-11 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 Rep Stress Incr YES WS 0.03 Horz(TL) 0.02 3 n/a n/a 0.0 B D 10, .0 Code IRC20121TPI2007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 15 lb 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. 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)=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.; C1=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. LICF2d' ,PDO SOON -% V ;'p PE -44018 : 2- SS�ON June 23.2@1`7__'1a A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101012015 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 [� i5 ``+� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �A Wheat T11U - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� y 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-A n "Inn, DIVISOrI 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 puffins, 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. 850925758 725A PC GL K11 Jack -Closed 1 1 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. Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:27 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-dROLj4y01 Jh46jFEORxVR04msi2FKlv3PAeoa2z3hyl 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 BCDL 0.0 1 BCDL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TPI2007 CSI. TC 0.10 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft 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: 8lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, 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 illation guide. 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=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. 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 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, 3. 0 Ll OPO so O/V O :Z 2: :U O: PE -44018 per, •••���' FSs�ON• June 23;2017 A WARNING - Verify design paremefers 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 (p., a �p Wheat I 1 �-''' Cat Rid ee a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall b' bulid Ing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always re uired for stability and to revent colla se with oss1ble ersonet in'u and pro art dama e. For eneral uidance regard the Y q Y P P P P t ry P party 9 9 9 9 9 fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lanet-" II(11r1C DIV!& n,' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 , - •0 Job Truss Truss Type Qty Ply725A Pc 6-2-8 0-1-2 Plate Offsets (X.Y)- [8:0-2-0.0-0-121 850925759 725A PC GL L1 Roof Special Girder 1 1 PLATES GRIP Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 15:42:05 2017 Pagel I D: S4VXXKq_apam_nYJxUgEturtOri-Gr7VoGwbegCpGOPLiRXDd6g_XmoogOMreK?h00z3fX0 -1-5-06-3-10 1-5-0 6-3-10 6x12 = 3 9 3x4 = Scale = 1:16.4 3x4 = 6-2-86-3-10 6-2-8 0-1-2 Plate Offsets (X.Y)- [8:0-2-0.0-0-121 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.06 6-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.15 6-7 >476 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 6 >999 240 Weight: 26 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 7=442/0-7-6 (min. 0-1-8), 9=337/0-1-8 (min. 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=-348/171 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; 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) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 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 130 Ib uplift at joint 7 and 37 Ib uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib up at 2-9-8, 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 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 I♦ WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 2 Y01701Y of Wheat Ridge MiTek" 7777 Greenback Lane `!,('LIIdlyre. DiviS (_ Job Truss Truss Type Qty Ply725A Pc 850925759 725A PC GL L1 Roof Special Girder 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-40(F=-20, B=-20) 11=1(F=1, B=1) 8.110 s Apr 13 2017 MTek Industries, Inc. Thu Jun 22 15:42:05 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-Gr7VoGwbegC pGOPLiRXDd6g_XmoogOMreK?hOOz3fXO +;ity Ut A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Wheat Rid, u` 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 tmss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iV1 iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the gDl1ding Divisl f? 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 _,,, Job Truss Truss Type City Ply725A PC 850925760 725A PC GL t2 Monopilch 7 1 Job Reference (optionall Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 15:43:04 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-1 CBpBSdbkoeRr4PhfK42Wyd81Y 595FXCOnly6z3fw5 I -1-0-04-6-0 100 _-� 460 3x4 = 8 3x4 = Scale = 1:15.7 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 0.24 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 5-6 >999 240 BCDL 1 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 >999 240 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 purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer allatigo guide REACTIONS. (Ib/size) 6=317/0-5-8 (min. 0-1-8),8=175/0-1-8 (min. 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. 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.; C1=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 nonconcurrenl 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 atjoint(s) 8 considers parallel to grain value using ANSI/TPI 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) 8. D O LI 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 6 and 38 Ib uplift at OQ.P CF, joint 8. C'O�.••O •S0•0•••e• es�Q LOAD CASE(S) Standard �O 02 C L� ; PE -44018 10SION June 23,2017 "f AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. VV I e a f I y Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, antl 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 �� UI'dt�� Divisor, 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„x Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 " 1. ___ +ro"" Job Truss Truss Type Qty Ply 725,& PC 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. R50925761 725A_PC_GL L2A Monopilch 3 1 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) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:34 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-wnx_BT2nOTZ5RolawPZ8DssuO WPjTwl4OmggK8z3hyB -1-0-04-6-0 1-0.0 4-6-0 Scale= 1:15.7 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 0.33 BC 0.17 WB 0.04 Matrix -P DEFL. in (loc) I/deft Lid Vert(LL) -0.02 5-6 >999 360 Vert(TL) -0.04 5-6 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 6 **- 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 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=309/0-5-8,3=197/0-1-8 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 (Ib) 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 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) 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. Pp 0 LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. .•'••. . 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. �� .• SOOoN •. t�`Q 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. :QUO 0-e PE -44018 June 2,C201 Ply Of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 .1 10/032015 BEFORE USE. Wheat "eat R 1 U g 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 MIT®k• Build g Div" is always required for stability and to prevent collapse with possible personal injury and properly 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,_ ^ Job Truss Truss Type Qty Ply 725A Pc TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except - WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or R50925762 725A PC GL L3 Monopitch Girder 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce Cfty,CO. 80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 15:43:52 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-eR5yFsCiRYhdcS4vTPxJTgclGvKrOoebFUQreKz3fVL 3x8 II 8 3x4 = 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 IRC2012/TPI2007 CSI. TC 0.39 BC 0.31 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.02 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.02 B n/a n/a Wind(LL) 0.01 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except BOT CHORD 2x6 SPF No.2 end verticals. WEBS 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF 180OF 1.6E 2-2-0 be installed during truss erection, in accordance with Stabilizer allaliQn amide. REACTIONS. (Ib/size) 2=413/0-5-8 (min. 0-1-8), 8=416/0-1-8 (min. 0-1-8) Max Horz 2=83(LC 7) Max Uplift 2=-112(LC 6), 8=-105(LC 10) Max Grav 2=421 (LC 15), 8=433(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-41/302, 4-7=-41/302 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) 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. PD 0 LIC 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. O� F� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 Ib uplift at joint 2 and 105 Ib uplift atQ� •'••SAO •.. c% joint 8. G ; p N ' O 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 Z� 0.. 3-0-12 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). PE 44018 LOAD CASE(S) Standard •. * Q:. 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 % ���'•. ' Uniform Loads (plf) \�� Vert: 1-4=-80, 2-5=-20 ON N Concentrated Loads (lb) Vert: 9=-335(F) of June 23,2017 Vvillu'laill. 11711, Ji ,& WARNING - VerHy design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473I-7471 rev, 70/01/2015 BEFORE USE. ge 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 overallBuilding Di Ison building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWis 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 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925763 725A_PC_GL L4 Half Hip Girder 1 1 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. will fit between the bottom chord and any other members. Job Reference (ooliona0 Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:35 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-O_VNOp2P9nhy3ysm U74Nm4P6UwIICMfEFQaDsaz3hyA I -1-0-0 1 3-0-0 5-0-0 1-0-0 3-0-0 2-0-0 Sva = 72x4 II 3x4 = Scale = 1:13.1 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 DOL 1.15 Rep Stress Incr NO Code IRC2012rTP12007 CSI. TC 0.18 BC 0.18 WB 0.08 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.00 5-6 >999 360 -0.01 5-6 >999 240 0.00 5 n/a n/a 0.00 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) Provide adequate drainage to prevent water ponding. except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. will fit between the bottom chord and any other members. 0 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) MiTek recommends that Stabilizers and required cross bracing plate S00 %stC N �� 7=108. 10) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. be installed during truss erection, in accordance with Stabilizer puriin purtin 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 2 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. Installation guide. REACTIONS. (Ib/size) 5=340/Mechanical, 7=366/0-5-8 LOAD CASE(S) Standard 'c�Cs Max Horz 7=87(LC 7) •••. Uniform Loads (plf) c5'/0 Max Uplift 5=-81 (LC 7), 7=-108(LC 6) June 23,2017 -y at 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 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 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. 0 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) RNo 0 �••••��� ��; '� plate S00 %stC N �� 7=108. 10) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. OQ O e.0 puriin purtin 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 2 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. ; PE -44018 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 'c�Cs 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •••. Uniform Loads (plf) c5'/0 Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 June 23,2017 -y at AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI rEK REFERENCE PAGE MI1-7477 rev. 101032015 BEFORE USE. ' 4f t?aR t ry j (# Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not am 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•St11)dlnC�' Divisor; 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, ob` Truss Truss Type Qty Ply [725A—PC—GL R50925763 FJobReference L4 Half Hip Girder 1 1 (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-14(B) 8=-129(B) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:35 2017 Page 2 I D: S4VXXKq_apam_nYJxUgEturtOri-0_VNOp2P9nhy3ysm U74Nm4P6UwIICMfEFQaDsaz3hyA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 10/032015 BEFORE USE. {, rr�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat Rid a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall OF 77 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R111irj1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback wn�e h� QIV!$0!4 9 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ A _ �" Job Truss Type Qty Ply 725A PC PLATES GRIP TCLL 30.0 FM,.ulsl.s TC 0.46 Vert(LL) -0.01 1-5 >999 360 850925764 725A_PC GL LS pitch Girder 1 1 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:36 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-sA3lc93lv4pph6Ry2gbclHyCxK5Hxg7NT4JnOOz3hy9 4-6-0 3x9 i I Scale = 1:15.7 Plate Offsets (X Y)-- [1:0-3-8.0-G-41, [3:0-2-13.0-0-81 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) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.02 1-5 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.01 1-5 >999 240 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 puriins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 165OF 1.5E 2-3-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer InstallatiQii guide, REACTIONS. (Ib/size) 1=297/0-5-8, 3=569/0-1-8 Max Horz 1=105(LC 7) Max Uplift 1=-45(LC 6), 3=-110(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=25f1; 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) 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=lb) 3=110. p,00 L/C 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. stc 9) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. �r ••••••••e•. � ; SOO•• V O 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 : 02 2-0-12, and 270 Ib down and 57 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the �O 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). P E 44018 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15•�k"� Uniform Loads (plf) FS ••••••• Vert: 1-3=-80,1-4=-20 ;ON June 2 ,'r0r17C,ty of A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 101032015 BEFORE USE. « y y �") eat Rid Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Il 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 Building is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 I)1VISl 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 850925764 725A PC_GL L5 Monopitch Girder 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-270(F) 7=-168(F) 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:36 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-sA3lc93lv4pph6Ry2gbclHyCxK5Hxg7NT4Jn00z3hy9 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/07/2015 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. City of rr•r• guW��eat R6 t MiTek'Blilding Dive 7777 Greenback Lane Job Truss Truss Type Qty PlyF72 PC PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 BRACING - 850925765 725A -PC -GL L6 Diagonal Hip Girder 1 1 BOT CHORD 2x4 SPF No.2 will fit between the bottom chord and any other members. except end verticals. WEBS eference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:36 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-sA3lc93lv4pph6Ry2gbclHyF9K5WxgvNT4JnOOz3hy9 i -1-5-0 4-2-3 1-5-0 4-2-3 2x4 11 4 2x4 Scale = 1:13.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 10. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 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; CSI. TC 0.32 BC 0.15 WB 0.01 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.01 5-6 >999 360 -0.03 5-6 >999 240 0.02 3 n/a n/a 0.01 5-6 >999 240 PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 BRACING - TOP CHORD 2x4 SPF No.2 non -concurrent with other live loads. TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, BOT CHORD 2x4 SPF No.2 will fit between the bottom chord and any other members. except end verticals. WEBS 2x4 SPF No.2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SOON •• sFO 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 :QUO 0 2 others. MiTek recommends that Stabilizers and required cross bracing 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 be installed during truss erection, in accordance with Stabilizer Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 4-7=-20 Installation guide. REACTIONS. (Ib/size) 7=345/0-7-6, 3=134/Mechanical, 5=42/Mechanical Vert: Vert: 10=1(F=1, B=1) Max Horz 7=57(LC 7) -ity of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Wheat r-' Max Uplift 7=-115(LC 6), 3=-57(LC 10) �x R li 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 Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5) is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3Uilding Divi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ 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; 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 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) ND 0 LI 7=115. 9) 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,�Q��•• SOON •• sFO 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 :QUO 0 2 others. 10) 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 (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: Vert: 10=1(F=1, B=1) June 23,2017 -ity of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Wheat r-' Design valid for use only with MTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not �x R li 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3Uilding Divi 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 _ Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925766 725A—PC—GL L7 Jack -Closed 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:37 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-KMc7pV4fgOxglG09bX6rrVUTKkSUgH2Xik3KxTz3hy8 -1-0-0 3-0-0 1-0-0 3-0-0 Scale= 1:13.3 2x4 2x4 11 5 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 DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.10 BC 0.03 WB 0.02 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (loc) I/deft L/d -0.00 7 >999 360 -0.00 7 >999 240 -0.00 6 n/a n/a 0.00 7 >999 240 PLATES GRIP MT20 185/144 Weight: 12 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 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. that Stabilizers and required cross bracing [Mffeat.recommends einlledduring truss erection, in accordance with Stabilizer stallation uide. REACTIONS. (Ib/size) 8=240/0-5-8, 6=1371Mechanical Max Hoa 8=91 (LC 9) Max Uplift 8=-85(LC 6), 6=-37(LC 7) Max Grav 8=242(LC 15), 6=147(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 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) 8, 6. N07 a'NAJune City of ,& WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1.7473rev. 10103&015 BEFORE USE. Wheat n r L, e t I 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 V V 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 RR__ w1din 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 9 DMS 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 850925767 725A -PC -GL L8 Jack -Closed 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:38 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOrioYAV1 r51Ri3XwPbL9Fd4Oi 1 bN7nRPkBgxOotTvz3hy7 -1-0-03-11-11 1-0-0 3-11-11 �vA 2X4 2x4 114 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 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL1.15 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 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 nstallation 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)=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) 7, 3. OQ.P90 L1Ct. O e �UO Oe: PE -44018 S 10 FSS�ON June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10103/2015 BEFORE USE. 1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nott • Y �ea t R OCj a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall h J�' 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 La 4Uildin Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ 9 Divi.,() Job Truss Truss Type Qty Ply 725A PC Plate Offsets (X.Y)-- [3:0-2-0.0-0-41 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. 850925768 725A PC GL L9 Jack -Closed 4 1 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5-6 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:38 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-oYAV1r51Ri3XwPbL9Fd4Oile47ogPkdgxOotTvz3hy7 1-0-0 1-11-11 Scale = 1:11.6 2x4 11 5 2x4 II i 1-11-11 1-11-11 Plate Offsets (X.Y)-- [3:0-2-0.0-0-41 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5-6 >999 240 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012/71`12007 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 8Ito 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. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu11=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) 6, 3. 0 0 LIC2. �o ; •o'soo; %% Fo PE -44018 FSS�ON June 2 017 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 C3t R idt 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 MiT®ke 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 Is Building DIM 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 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 850925769 725A_PC_GL M1 Monopitch 2 1 BCDL 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 o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:39 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-GlktE B6wC?B NYZAXjy9JwwapnX8E8Btg92YR?Lz3hy6 -1-0-01-6-0 1-0-0 1-6-0 Scale = 1:10.4 C 1 d 3 6 5 4 3x9 11 2x4 11 3x4 = 7 Plate Offsets (X Y)- [6:0-5-1.0-1-8) LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (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 nlr 120 BCDL 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 IRC2012rTP12007 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 Guide. 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=1O(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 joints) 5, 6, 4. 90 LIC0 rH-.�44018 A WARNING- Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE.° VV h e a t Ri u j e 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 b'd uilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTpi �( i3UliC�IT9 ' �iV!`6?' 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane „n 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 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 850925769 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 Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:392017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-GlktEB6wC?BNYZAXjy9JwwapnX8E8Blg92YR?Lz3hy6 -1-0-01-6-0 1-0-0 1-6-0 Scale = 1:10.4 3 6 5 4 3x9 11 2x4 11 3x4 = 7 Plate Offsets (X Y)— [6:0-5-1.0-1-81 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 1 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 Nr 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 IRC2012/TPI2007 Matrix -R Weight: 7lb 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 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 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) 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. p 0 L1CF�S •• SOON •.• F4 VO 02 moo PE -44018 !' Fss ...... /0N ,. June 23 2017 A INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 101032015 BEFORE USE. VV h e a t F 1 r, t a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�v ! 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 bracingMiT®kA I'QIftC� (3ivjy— j; _." 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/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 City Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. R50925770 725A PC_GL M2 Monopitch 6 1 Max Horz 6=46(LC 7) Max Uplift 6=-33(LC 10), 8=-22(LC 14) Max Grav 6=192(LC 1), 8=19(LC 5) ob Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:39 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-GlktEB6wC?BNYZAXjy9JwwapnX8H8Btg92YR?Lz3hy6 -1-0-01-6-0 1-0-0 1-6-0 Scale= 1:10.4 46 = 6 3x9 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 IRC2012rrP12007 CSI. TC 0.10 BC 0.01 WB 0.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.00 6 >999 360 Vert(TL) -0.00 6 >999 240 Horz(TL) -0.00 8 n/a n/a Wind(LL) 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 puffins, 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 guide. REACTIONS. (Ib/size) 6=192/0-5-8, 8=-310-1-8 Max Horz 6=46(LC 7) Max Uplift 6=-33(LC 10), 8=-22(LC 14) Max Grav 6=192(LC 1), 8=19(LC 5) FORCES. (Ib) -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) 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 five 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. N90 Llr; 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. s 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8. ,•.Z �� ,•• g00OQN •,• F� QUO 0 PE -44018 J ;' Fss�oN • �� June 42017 y` o: AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7477 rev. 10/032015 BEFORE USE. ' Wheat Rid( F� J Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not F 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 M1Y@k" �Dildlrg C�t�,i� P.-� 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 Job Truss Type Qty Ply 725A PC :TG'ABLE applied or 4-10-10 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. R50925771 725A_PC_GL P1 illation guide. REACTIONS. (Ib/size) 2=586/0-3-8, 19=456/0-1-8 2 1 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. Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:40 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-kxlGS W6YzJJ E9jljHggYT76rsx0ptYYzOiH_Xoz3hy5 -1-0-05-4-7 10-0-0 100 547 479 Scale = 1:20.9 5x10 = 3x4 = J~� 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 0.66 BC 0.44 WB 0.42 Matrix -R DEFL. in (loo) I/deft Lid Vert(LL) -0.06 2-7 >999 360 Vert(TL) -0.12 2-7 >986 240 Horz(TL) 0.01 19 n/a n/a Wind LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puffins, 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, 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 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 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. Ll 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �P00 �� •����•����• sFO psf ` �0 �• SOON •% 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 �0 0 will fit between the bottom chord and any other members. Z 2 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify U (i ; capacity of bearing surface. PE -44018 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 Qt=1b) 2=141. 10 Fss�oN • � June 23,2017cy of ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 rev. 10/032015 BEFORE USE. ' Wheat R i 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 ll 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. Forgeneral guidance regarding the Building Divisor, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La 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 850925772 725A -PC -GL P2 Monopitch 7 1 Job eference o tional Alpine Lumber Co., Commerce City, C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:40 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-kxlGSW6YzJJE9jljHggYT76rsx0ptYYzOiH Xoz3hy5 -1-0-05-4-7 10-0-0 1-0-0 5-4-7 4-7-9 Scale = 1:20.9 5x10 3x4 = axv I, 9 3x4 = o d IV 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 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 34 lb FT=20% BCDL 10.0 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 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 (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 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 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 �Pp 0 LICE will fit between the bottom chord and any other members. �� •���...���• 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify . so0,y capacity of bearing surface. �UO 02 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 (jt=1b) 2=141. ; PE -44018 ss /ON .. JuRie 2r�t3,2017 AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010311015 BEFORE USE. Y V `eat R 1 d 7 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 N! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing" ildirl DIVISOR r is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the e �F 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 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. R50925773 EobReference 725A PC_GL S1 Monopitch Supported Gable 1 1 Max Horz 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=21 O(LC 15), 6=259(LC 15) o tional Alpine Lumber Co., Commerce City,C0.80022 1-0-0 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:41 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-D7sefs7AkdS5ntKwgNBn?Lf9ZLgGc5z6dM1Y4Ez3hy4 4-0-0 4-0-0 Scale = 1:12.4 3x4 = 3x6 I 2x4 11 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/TPI2007 CSI. TC 0.08 BC 0.04 WB 0.03 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) 0.001 n/r 120 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 197/144 Weight: 14 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 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 illation guide. REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0 Max Horz 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=21 O(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)=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 ANSI1TPI 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. 8) Gable studs spaced at 1 oc. 0 LIC,,- ) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. OQ�PD 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•.•'S��O"•e• fit between the bottom sF V /1/ % will chord and any other members. �' O 0101 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. �O PE -44018 FSs�ON ty of June 23,2017 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 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 overallsoil Jin building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' - D'V'S il 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 850925774 725A -PC -GL S2 Jack -Closed 3 1 job Reference (optional) Alpine Lumber Co., commerce clty,cU.BUU22 b.1 1U 9 Apr 13 ZU1 / MI I etc Inaustnes, Inc. I nu Jun ZZ 14:bb:41 2U1 / Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-D7sefs7AkdS5ntKwgNBn?Lf7VLnUc5N6dM1Y4Ez3hy4 -1-0-04-0-0 i 1-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 """" 240 Weight: 13 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 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) 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; 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) 6, 2. At NO0 L•* •sooty • :sFo PE -44018 June P" 201 7 i.it Ur A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. eenee Wheat r,, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • �+ 11 ea t R j(� � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` tl 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 t3Uri(j,� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L e g DIVISOII Safety Infortnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. �f' 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. 850925775 725A_PC_GL S3 Monopitch 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 Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:42 2017 Page 1 I D:S4VXXKq_apam_nYJxUgElurtOri-hKQOsC8oVwayP 1 v605iOYYCJ418gLYcGsOm5cgz3hy3 4-0.0 , 4-0-0 Scale= 1:12.4 4x6 = 3x6 11 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 DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.16 BC 0.16 WB 0.00 Matrix -P DEFL. in (roc) I/defl L/d 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 1 Od (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. 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 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 (jt=lb) 1=231,3=134. p 0 LI CFS O�P 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1135 Ib down and 152 Ib up atQ� ••••S00 •e• rs� 0-2-12, and 1128 Ib down and 159 Ib up at 2-6-4 on bottom chord. The design/selection of such connection device(s) is the N '. responsibility of others. �� � ee U LOAD CASE(S) Standard : PE -44018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) • ' Q Vert: 1-2=-80, 1-3=-20 Concentrated Loads (lb) •• •'�\� S'S'A Vert: 1=-1135(F) 5=-1128(F) d �N June 23,2017:,; ,& WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/032015 BEFORE USE.vU �" l e a t 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 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' '- �tl l)dlh is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r) DIVISpr1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB49 and BCSI Building Component 7777 Greenback La 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 Plate Grip DOL 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 185/144 (Rooff Snow=30.0) 850925776 725A_PC_GL V1 Valley 1 1 WB 0.09 Horz(TL) 0.00 3 n/a n/a BCL! 0.0 Code IRC2012/TP12007 Matrix -S Job Reference (ootionalt Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:43 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-9W 04Y9QGEipOBUlyoDF5mkP78Sv4_PP4gWe86z3hy2 5-11-8 I 11-0-0 5-11-8 5-0-8 5x6 = 2 Scale = 1:19.8 4 3x4 ! 2x4 II 3x4 = 16 d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) n/a n/a 999 MT20 185/144 (Rooff 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 BCL! 0.0 Code IRC2012/TP12007 Matrix -S Weight: 29 Ib FT = 20 BCD! 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 Hoa 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 pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M'Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation tide. 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) 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. r Poo LrcF� SOON • . k<OO� . i PE -44018 ass/tint • June 23;2017 City of A WARNING - Vantly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE.' v t 1 ea s: R) L! 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 Ni building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• BUIj(JIR4 f�jV'� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I.. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see gNSVTPII 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 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 850925777 725A_PC_GL V2 Valley 1 1 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:43 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-9W 04Y9QGEipOBUlyoDF5mkV78Tm4?sP4gWe86z3hy2 2-7-8 5-3.0 2-7-8 2-7-8 3x4 = 2x4 i 2x4 Scale = 1:11.0 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) 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/TPI2007 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 puffins. BOT CHORD 2x4 SPF No.2 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. 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. 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) 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) 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. gLlc . • sooty .sFa 0 UO O PE -44018 C)Sls�ON���,. June 23,2017 ay of AWARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10103/2015 BEFOREUSE. i i i l ea t Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notMi I a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �, AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek' i"Lilldlin is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 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 r' co O D 7 W VV 0 o 0 n .p ui y D a Z m X m R m �� r- I I oaicc�d�o' m c0 p O a a D pa O -DI aS70GinN�C �q Z moi, -I ('D R. om-1 m o�7 m dDOoC� Z �Wo�n y am, a °� °�' m Nim cavi �E.y m m� a�3�= D O 01 0-'o N (p 2 N N O O D) N . fD r = O S �' (n n N `(n O N X c, (D Z O n. O n (D = (D n O fn y 3 �+ DI n �. O "a N N O C 0-9- n 7 O (D O (D 0 0 0 a 0 SK S n C � 0 N OM. 3 y 7 O' N iV N fn W cL <C m o c0 °: '� o' 4 d O (D (D °> a �, CD o- .-• m n o N CD o m -{ n 7 t7 =. C O 0 d 3 O D7 =n n 47i = N O' 0 m CLO CD O= Z N (D O N n, 2 ^�' -' 7 - Q Q Z N n a O 3 7 N 3 0 O O N 7 N 7 N 7 N 7 (D o) (N S N N a N (D N N C 3 S y . n C � N p• O O0 0 U32 N (D N (D O O y 7 S pr O S N O a 3 7 (D = N O N< Q (O . n 0 N m (D O' pOj (D N (D O O �'''z D) 0 IDO D1 N 7 G �_ N 7 N (D N N Z 7 _ O 252 N (O C .. Q' 7 fl. N N , CD 7 x O j + r. (N 6 p CD in w < TOP CHORD TOP CHORD Z rn A 60 cr CD N Q �■ W 00. 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(mmm7 O o 4j N d N Cl m ((��• .� d f/i �D m M m <O V 1 p o q (D 2 ^C' p an d d O (D y Q m O Ip < 3' m 0 v o m o. c m m m p- m a a m T (� O 0 w �' m O O y _ m� l0 a,0 (n -0 r F mid ERhvaResident ;i &Light Commercial HVAC Loads Elite Software Development, Inc.Willis HVAC LLC Remington Homes -Quail Ridge 5242 Quail St. Plan 725, CO 80125 Page 1 Project Re'; ort General Project Information Project Title: Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Designed By: McKennon Piil Project Date: Thursday, July 20, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, CO 80002 Client Phone: (303) 420-2899 Company Name+ Smith And Willis Heating And A/C LLC. Company Repre:,entative: McKennon Piil Company Addr(. ;s: 8450 Rosemary St Company City: Commerce City, CO 80022 Company Phon,:: 303-688-4487 Company E-Ma:" ,address: mpiil@smithandwillis.com Design Data Reference City Arvada, Colorado Building Oriental.on: House faces West Daily Temperat o Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -44 Check Figures Total Building ;)ply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Rc n Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of ( nd. Space: 29,601 BuildingLoads oads Total Heating R ciuired Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Clain: 24,725 Btuh 100 % Total Latent Galn: -1,985 Btuh 0 % Total Cooling R;.cIuired Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an AC 'A approved Manual J and Manual D computer program. Calculations ar(: lerformed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed rc: Its are estimates as building use and weather may vary. Be sure to sele:1 a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design cor 'tions. city of M:\ ...\Remingtoni I to ... age Left.rhv Thursday, July 20, 2017, 7:58 AM a Rhvac - Resident :i & Light Commercial HVAC Loads Smith & Willis HVAC, LLC ERemington Elite Software Development, Inc. Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 AC/hr Above Grade Volume: X 21,016 Cu.ft. Page 2 _ Miscellaneo,as Report 7,766 Cu.ft./hr 6,802 System 1 System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Total Building Infiltration: Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: CFM 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -43.87 Duct Sizin In _uis 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 Velo6�,': 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Heigl1: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.307 AC/hr 0.250 AC/hr 108 CFM 88 CFM Infiltration Actual: 0.370 AC/hr 0.324 AC/hr Above Grade Volume: X 21,016 Cu.ft. X 21,016 Cu.ft. 7,766 Cu.ft./hr 6,802 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 129 CFM 113 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Venlilation Sensible Gain Multiplier: 17.21 = (1.10 X 0.823 X 19.00 Summer Temp. Difference) Infiltration & Vcn ilation Latent Gain Multiplier: -24.56 = (0.68 X 0.823 X -43.87 Grains Difference) Infiltration & Verlilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (88 CFM) Summer Infiltration Specified: 0.250 AC/hr (88 CFM) City of Wheat Ridoe M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725' Littleton, CO 80125 Pa e 3 Load Preview Report Net ft.zSen Lat Net Sen Hts Cls Act Ss Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFMi Size Building s.�......._� �.. __ _ 2.06 1,706 3,232 24,725 -1,985 24,725 41,565 791 1,230 1,230 System 1 2.06 1,706 3,232 24,725 -1,985 24,725 41,565 791 1,230 1,230 21x20 Humidification 2,042 Zone 1 3,232 24,725 -1,985 24,725 39,523 791 1.230 1,230 16x16 1 -Basement 912 1,905 -154 1,905 7,128 143 95 143 6,6,6 2-Pwdr 38 601 -109 601 1,054 21 30 30 5 3 -Laundry 82 999 -165 999 1,674 34 50 50 6 4-Dining/Kitchen 360 3,632 -397 3,632 4,128 83 181 181 7,7 5 -Study 142 2,067 -259 2,067 2,941 59 103 103 6,6 6 -Great Room 466 6,171 -557 6,171 8,937 179 307 307 7,7,7,7 7-W/C 23 359 -41 359 484 10 18 18 4 8-Mstr WIC 82 180 -49 180 615 12 9 12 4 9-Mstr Bath 92 813 -114 813 1,412 28 40 40 6 10 -Upper Bath 68 66 0 66 93 2 3 3 4 11 -Master Suite 256 2,762 52 2,814 2,457 49 137 137 7,7 12-Bedroom2 174 1,868 44 1,912 2,368 47 93 93 6,6 13 -Bedroom 3 174 1,922 13 1,935 2,612 52 96 96 6,6 14 -Upper Hall 181 1,315 -205 1,315 2,428 49 65 65 7 15 -Crawl Space 182 65 -44 65 1,192 24 3 Not MDD: 24 1--4 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. City of wheat Rjr M:\ ...\Remington I to ... age Left.rhv Thursday, July 20, 2017, 7:58 AM [Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. mith & Willis HVAC LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 ttleton CO 80125 E Page 4 j Manual D Ductslze Data - Duct System_1 - Supply ---Duct Name, etc. Runout Runout 0.0003 4 138 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 -100, Supplies: Mstr WIC, Fitting: 2-I, Effective Length: 13.6 Runout Runout 0.0003 4 138 0.000 Up: ST -290 128 3.1 0.011 0.001 Rnd 1.0 4.4 12.6 0.002 Presize 12 1 0.453 0.347 ---Duct Name: SR -110, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 32.9 1 0.455 Runout 0.0003 6 245 0.003 Up: ST -280 55 4.7 0.020 0.004 Rnd 13.5 6.6 19.4 0.007 Presize 48 21.2 0.448 0.352 ---Duct Name: SR -120, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout Runout 0.0003 6 245 0.003 Up: ST -270 55 4.7 0.020 0.005 Rnd 13.5 6.6 25.3 0.008 Presize 48 21.2 0.447 0.353 ---Duct Name: SR -130, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 33.7 1 0.455 Runout 0.0003 6 234 0.003 Up: ST -250 55 4.7 0.018 0.004 Rnd 14.5 6.6 19.2 0.006 Presize 46 22.8 0.449 0.351 ---Duct Name: SR -140, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 42.5 Runout 0.0003 6 234 Up: ST -260 55 4.7 0.018 Rnd 14.5 6.6 28.0 Presize 46 22.8 0.447 ---Duct Name: SR -150, Supplies: Upper Bath, Fitting: 2-I, Effective Length: 10.9 Runout 0.0003 4 34 Up: ST -240 55 3.1 0.001 Rnd 1.0 4.4 9.9 Presize 3 1 0.455 ---Duct Name: SR -160, Supplies: Upper Hall, Effective Length: 3.0 Runout 0.0003 7 243 Up: ST -250 55 5.4 0.016 Rnd 3.0 7.7 0.0 Presize 65 5.5 0.455 ---Duct Name: SR -270, Supplies: Master Suite, Fitting: 2-I, Effective Length: 40.5 Runout 0.0003 7 258 Up: ST -180 55 5.4 0.018 Rnd 16.7 7.7 23.9 Presize 69 30.5 0.448 ---Duct Name: SR -280, Supplies: Master Suite, Fitting: 2-I, Effective Length: 40.5 Runout 0.0003 7 258 Up: ST -120 55 5.4 0.018 Rnd 16.7 7.7 23.9 Presize 69 30.5 0.448 0.003 0.005 0.008 0.353 0.000 0.000 0.000 0.345 0.000 0.000 0.000 0.345 0.003 0.004 0.007 0.352 0.003 0.004 0.007 0.352 M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton CO 80115 E Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---duct Name, etc. Runout 0.0003 4 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: SR -290, Supplies: W/C, Fitting: 2-I, Effective Length: 21.6 Runout 0.0003 4 206 0.003 Up: ST -220 55 3.1 0.025 0.003 Rnd 10.5 4.4 11.1 0.005 Presize 18 11 0.450 0.350 ---Duct Name: SR -300, Supplies: Mstr Bath, Effective Length: 5.7 Runout 0.0003 6 204 0.001 Up: ST -160 55 4.7 0.014 0.000 Rnd 5.7 6.6 0.0 0.001 Presize 40 8.9 0.454 0.346 ---Duct Narne: ST -290, Effective Length: 3.2 Trunk 0.0003 12.9 59 0.000 Up: ST -270 55 14 0.001 0.000 Rect 3.2 10 0.0 0.000 Presize 57 12.7 0.455 0.345 ---Duct Name: ST -280, Effective Length: 5.2 Runout 0.0003 Trunk 0.0003 12.9 49 0.000 Up: ST -290 55 14 0.001 0.000 Rect 5.2 10 0.0 0.000 Presize 48 20.7 0.455 0.345 ---Duct Name: ST -270, Effective Length: 5.7 Thursday, July 20, 2017, 7:58 AM Trunk 0.0003 12.9 108 0.000 Up: ST -260 55 14 0.002 0.000 Rect 5.7 10 0.0 0.000 Presize 105 22.7 0.455 0.345 ---Duct Name: ST -260, Effective Length: 1.2 Trunk 0.0003 12.9 155 0.000 Up: ST -240 55 14 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 151 4.7 0.455 0.345 ---Duct Narne: ST -240, Effective Length: 6.2 Trunk 0.0003 12.9 158 0.000 Up: ST -230 55 14 0.004 0.000 Rect 6.2 10 0.0 0.000 Presize 154 24.7 0.455 0.345 ---Duct Name: ST -250, Effective Length: 1.7 Trunk 0.0003 12.9 114 0.000 Up: ST -230 55 14 0.002 0.000 Rect 1.7 10 0.0 0.000 Presize 111 6.7 0.455 0.345 ---Duct Name: SR -170, Supplies: Great Room, Fitting: 2-I, Effective Length: 49.1 Runout 0.0003 7 288 0.005 Up: ST -340 55 5.4 0.022 0.005 Rnd 24.7 7.7 24.5 0.011 Presize 77 45.2 0.444 0.356 M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM [RhacResidential &Light Commercial HVAC Loads Elite Software bevelopment, tnc. th & WillisHVF CLLCERemington Homes - Quail Ridge - 5242 Quail St. Plan 725 eton, CO 801?5 _ Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 7 288 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 SPLCumul ---Duct Name: SR -1130, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.1 SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 7 288 0.003 Up: ST -400 55 5.4 0.022 0.005 Rnd 15.7 7.7 24.5 0.009 Presize 77 28.7 0.446 0.354 ---Duct Name: SR -190, Supplies: Great Room, Fitting: 2-I, Effective Length: 51.8 SR -250, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 41.7 Runout 0.0003 7 288 0.004 Up: ST -310 55 5.4 0.022 0.007 Rnd 19.8 7.7 32.0 0.011 Presize 77 36.3 0.444 0.356 ---Duct Name: SR -200, Supplies: Great Room, Fitting: 2-I, Effective Length: 39.7 SR -260, Supplies: Dining/Kitchen, Effective Length: 16.3 Runout 0.0003 7 288 0.003 Up: ST -190 55 5.4 0.022 0.006 Rnd 11.5 7.7 28.2 0.009 Presize 77 21.1 0.447 0.353 ---Duct Name: SR -210, Supplies: Study, Effective Length: 28.7 Runout 0.0003 6 260 0.006 Up: ST -340 55 4.7 0.022 0.000 Rnd 28.7 6.6 0.0 0.006 Presize 51 45 0.449 0.351 ---Duct Na:ne: SR -220, Supplies: Study, Effective Length: 20.7 Runout 0.0003 6 260 0.005 Up: ST -310 55 4.7 0.022 0.000 Rnd 20.7 6.6 0.0 0.005 Presize 51 32.5 0.451 0.350 ---Duct Name: SR -230, Supplies: Laundry, Effective Length: 0.7 SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 6 255 0.000 Up: ST -170 55 4.7 0.021 0.000 Rnd 0.7 6.6 0.0 0.000 Presize 50 1 0.455 0.345 ---Duct Na:ne: SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 5 220 Up: ST -390 55 3.9 0.021 Rnd 6.5 5.5 15.0 Presize 30 8.5 0.451 ---Duct Name: SR -250, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 41.7 Runout 0.0003 7 337 Up: ST -370 55 5.4 0.029 Rnd 16.3 7.7 25.4 Presize 90 29.9 0.443 ---Duct Na:ne: SR -260, Supplies: Dining/Kitchen, Effective Length: 16.3 Runout 0.0003 7 337 Up: SMT -100 55 5.4 0.029 Rnd 16.3 7.7 0.0 Presize 90 29.9 0.451 0.001 0.003 0.004 0.349 0.005 0.007 0.012 0.35. 0.005 OOO w 0.005 0.349 Ru M:\ ...\Remingto:i Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HV/\C LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 8012,5 " Page 7 Manual D Juctsize Data - Duct System 1 - Supply (cont'o ---Duct Narne, etc. Trunk 0.0003 16.9 214 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 -410, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 214 0.000 Up: ST -110 55 25 0.005 0.000 Rect 2.2 10 0.0 0.000 Presize 371 12.6 0.455 0.345 ---Duct Name: ST -400, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 12.9 343 0.000 Up: ST -330 55 14 0.016 0.000 Rect 1.5 10 0.0 0.000 Presize 333 6 0.455 0.345 ---Duct Na .ie: ST -390, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 72 0.000 Up: ST -220 55 14 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 70 4 0.455 0.345 ---Duct Na ne: ST -380, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 279 0.000 Up: ST -120 55 25 0.008 0.000 Rect 0.8 10 0.0 0.000 Presize 484 4.9 0.456 0.344 ---Duct Na ,ie: ST -370, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 15.2 217 0.000 Up: ST -180 55 20 0.006 0.000 Rect 0.7 10 0.0 0.000 Presize 302 3.3 0.455 0.345 ---Duct Na:.ie: ST -360, Feeds Into: Basement, Effective Length: 3.3 Trunk 0.0003 16.9 122 0.000 Up: ST -370 55 25 0.002 0.000 Rect 3.3 10 0.0 0.000 Presize 212 19.4 0.455 0.345 ---Duct Na.rne: ST -350, Feeds Into: Basement, Effective Length: 3.7 Trunk 0.0003 16.9 23 0.000 Up: ST -390 55 25 0.000 0.000 Rect 3.7 10 0.0 0.000 Presize 40 21.4 0.455 0.345 ---Duct Name: ST -340, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 74 0.000 Up: ST -310 55 25 0.001 0.000 Rect 0.8 10 0.0 0.000 Presize 128 4.9 0.455 0.345 ---Duct Na,ne: ST -330, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 16.9 234 0.000 Up: ST -190 55 25 0.006 0.000 Rect 1.5 10 0.0 0.000 Presize 407 8.8 0.455 0.345 M:\ ...\Remingto, i Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Residential & Light Commercial HVAC Loads Willis HVF,C LLC m Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 , Co 801<5 "' 0.000 Pacie 8 Manual D ,Juctsize Data - Duct System 1 - Supply (cont'd) 0.0 ---Duct Name, etc. Presize 256 8.8 0.455 0.345 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 Na ne: ST -310, Feeds Into: Basement, Effective Length: 1.5 Trunk 0.0003 16.9 148 0.000 Up: ST -400 55 25 0.003 0.000 Rect 1.5 10 0.0 0.000 Presize 256 8.8 0.455 0.345 ---Duct Na ne: ST -220, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 16.9 51 0.000 Up: ST -210 55 25 0.000 0.000 Rect 0.5 10 0.0 0.000 Presize 88 2.9 0.455 0.345 ---Duct Na ne: ST -210, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 16.9 93 0.000 Up: ST -170 55 25 0.001 0.000 Rect 0.7 10 0.0 0.000 Presize 162 3.9 0.455 0.345 ---Duct Na ne: ST-2CO3 Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 214 0.000 Up: ST -410 55 25 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 371 6.8 0.455 0.345 ---Duct Na ne: ST -1E0, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 16.9 279 0.000 Up: ST -380 55 25 0.008 0.000 Rect 2.0 10 0.0 0.000 Presize 484 11.7 0.455 0.345 ---Duct Na ne: ST -180, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 214 0.000 Up: ST -200 55 25 0.005 0.000 Rect 0.8 10 0.0 0.000 Presize 371 4.9 0.455 0.345 ---Duct Nane: ST -170, Feeds Into: Basement, Effective Length: 2.5 Trunk 0.0003 16.9 122 0.000 Up: ST -150 55 25 0.002 0.000 Rect 2.5 10 0.0 0.000 Presize 212 14.6 0.455 0.345 ---Duct Na ,ie: ST -160, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 23 0.000 Up: ST -350 55 25 0.000 0.000 Rect 1.0 10 0.0 0.000 Presize 40 5.8 0.455 0.345 .=Ka ---Duct Na:ne: ST -150, Feeds Into: Basement, Effective Length: 0.8 of Trunk 0.0003 16.9 122 Ot 360 0 8 0 000 ,,b.000 RecST 120 WheW.OD09 Presize 212 4.9 0.455 0.�4�5 ��i!ti'tn9 M:\ ...\Remingto Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Remingto.i Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HV,',C LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 801,'5 "' Page 9 Manual D )uctsize Data - Duct System 1 - Supply (cont'd) ---Duct Na, ie, 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 Na.ne: SMT -100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 135.1 Trunk 0.0003 22.4 464 0.000 Up: Fan 55 21 0.013 0.018 Rect 0.7 20 134.3 0.288 Presize 1,353 5.1 0.456 0.344 ---Duct Na ne: ST -110, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 16.9 256 0.000 Up: SMT -100 55 25 0.007 0.000 Rect 4.0 10 0.0 0.000 Presize 445 23.3 0.455 0.345 ---Duct No :ie: ST -120, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 319 0.000 Up: SMT -100 55 25 0.011 0.000 Rect 0.8 10 0.0 0.000 Presize 553 4.9 0.456 0.344 ---Duct Na ne: ST -230, Effective Length: 5.8 Trunk 0.0003 12.9 273 0.001 Up: SMT -100 55 14 0.010 0.000 Rect 5.8 10 0.0 0.001 Presize 265 23.3 0.455 0.345 ---Duct Na ne: SR -320, Supplies: Basement, Fitting: 2-I, Effective Length: 36.8 Runout 0.0003 6 377 0.007 Up: ST -330 55 4.7 0.043 0.009 Rnd 15.3 6.6 21.4 0.016 Presize 74 24.1 0.440 0.360 ---Duct Na ne: SR -330, Supplies: Basement, Effective Length: 11.5 Runout 0.0003 6 377 0.005 Up: ST -210 55 4.7 0.043 0.000 Rnd 11.5 6.6 0.0 0.005 Presize 74 18.1 0.450 0.350 ---Duct Na.ne: SR -340, Supplies: Basement, Fitting: 2-I, Effective Length: 37.6 Runout 0.0003 6 377 0.007 Up: ST -110 55 4.7 0.043 0.009 Rnd 16.2 6.6 21.4 0.016 Presize 74 25.4 0.439 0.361 Report Units: P.essure: irl.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 highes'. static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any de\!ce pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary � - ' Number of actin e trunks: 28 ^JhOat RKi Number of acti\ e runouts: 24 M:\ ...\Remingto.i Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residen al & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HV..0 LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 801; 7 Page 10 Manual D )uctsizc Data - Duct System 1 - Supply (cont'd) Summary Total runout ou let airflow: 1,356 Main trunk airfl. w: 1,353 Largest trunk d <lmeter: 22.4 SMT -100 Largest runout iiameter: 7 SR -160 Smallest trunk .iameter: 12.9 ST -290 Smallest runou'. diameter: 4 SR -100 Supply fan ext( nal static pressure: 0.800 Supply fan dev ;e pressure losses: 0.270 Supply fan stat : pressure available: 0.530 Runout maximi n cumulative static pressure loss: 0.361 SR -340 Return loss a6 �d to supply: 0.056 Total effective :ngth of return ( ft.): 180.3 Main High Total effective 1,.ngth of supply ( ft.): 176.7 SR -340 Overall total efi ,ctive length ( ft.): 357.0 Main High to SR -340 Design overall i fiction rate per 100 ft.: 0.148 (Available SP x 100 / TEL) System duct SL: face area (No Scenario): 820.4 Total system d ct surface area: 820.4 City of Wheat Ri Ruifdinc M:\ ...\Remingtc i Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac - Residen"al & Light Commercial HVAC Loads Smith & Willis HV, .0 LLC Elite Software Development, Inca Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 801; 5 0.002 Up: RT -110 Pae 11 Manual D 3luctsize Data - Duct System 1 - Return 7.0 7.7 12.9 0.005 ---Duct Na ie, etc. 80 12.8 -0.013 0.005 ---Duct N< 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 Na ne: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 19.9 Runout 0.0003 7 299 0.002 Up: RT -110 75 5.4 0.023 0.003 Rnd 7.0 7.7 12.9 0.005 Presize 80 12.8 -0.013 0.005 ---Duct N< ie: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 16.9 0.005 Runout 0.0003 7 299 0.001 Up: RT -260 75 5.4 0.023 0.003 Rnd 4.0 7.7 12.9 0.004 Presize 80 7.3 -0.014 0.004 ---Duct Nz,:ne: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 16.9 5.4 Runout 0.0003 7 299 0.001 Up: RT -210 75 5.4 0.023 0.003 Rnd 4.0 7.7 12.9 0.004 Presize 80 7.3 -0.013 0.004 ---Duct W ne: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 19.9 Runout 0.0003 7 299 0.002 Up: RT -120 75 5.4 0.023 0.003 Rnd 7.0 7.7 12.9 0.005 Presize 80 12.8 -0.013 0.005 ---Duct Na ne: BR2 High, Returns From: Bedroom 2, Fitting: 6-L, Effective Length: 23.4 Runout 0.0003 7 299 0.002 Up: RT -250 75 5.4 0.023 0.003 Rnd 10.5 7.7 12.9 0.005 Presize 80 19.2 -0.010 0.005 ---Duct Nz ne: Island Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 0.004 ---Duct Nz. ne: Island Low, Returns From: Great Room, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 299 0.001 Up: RT -270 75 5.4 0.023 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 0.004 ---Duct Nr: ne: Main High, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 28.7 Runout 0.0003 12.9 552 0.000 Up: RT -170 75 14 0.036 0.010 Rect 0.8 10 27.9 0.010 Presize 537 3.3 0.000 0.010 ---Duct Wr ne: Main High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.8 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 3.8 7.7 12.9 0.004 Presize 80 7 -0.014 0.004 M:\ ...\Remingtc i Ho ... age Left.rhv Thursday, July 20, 2017, 7;58 AM. Rhvac - Resden. al & Light Commercial HVAC Loads Smith & Willis HV'�C LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 801,'5 75 20 Rect 1.0 10 Pae 12 Manual D '7uctsize Data - Duct System 1 - Return (cont'd) Trunk 0.0003 18.6 ---Duct Ne e, etc. 75 25 Rect 4.2 12 Presize Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot j Sizing CFM Area SP.Avail SPL.Cumul ---Duct Nr,,ne: RT -270, Feeds From: Basement, Effective Length: 1.2 2.1 ---Duct Name: RT -230, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 107 0.000 Up: RT -220 75 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 104 4.7 -0.018 0.007 ---Duct Na ne: RT -200, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 Up: RT -250 75 20 Rect 1.0 10 Presize 537 5 ---Duct Name: RT -210, Feeds From: Basement, Effective Length: 4.2 Trunk 0.0003 18.6 Up: RT -240 75 25 Rect 4.2 12 Presize 697 25.7 ---Duct Na,ne: RT -250, Feeds From: Basement, Effective Length: 6.2 Trunk 0.0003 15.2 Up: RT -210 75 20 Rect 6.2 10 Presize 617 30.8 ---Duct Narne: RT -240, Feeds From: Basement, Effective Length: 5.3 Trunk 0.0003 18.6 Up: RT -260 75 25 Rect 5.3 12 Presize 697 32.9 ---Duct Name: RT -260, Feeds From: Basement, Effective Length: 0.3 Trunk 0.0003 18.6 Up: RT -230 75 25 Rect 0.3 12 Presize 777 2.1 ---Duct Name: RT -230, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 Up: RT -110 75 25 Rect 0.8 12 Presize 932 5.1 ---Duct Name: RT -220, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 Up: RT -120 75 25 Rect 1.0 12 Presize 264 6.2 387 0.016 0.0 -0.015 335 0.010 0.0 -0.017 444 0.020 0.0 -0.015 335 0.010 0.0 -0.017 373 0.012 0.0 -0.018 447 0.016 0.0 -0.018 127 0.002 0.0 -0.018 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-11, 5-M, Effective Length: 119.1 0.000 0.000 0.000 0.053 0.000 0.000 0.000 0.055 0.001 0.000 0.001 0.054 0.001 0.000 0.001 0.055 0.000 0.000 0.000 0.056 0.000 0.000 0.000 0.056 0.000 0.000 0.000 0.007 Trunk 0.0003 18.6 651 0.000 Up: Fan 75 25 0.032 0.038 Rect 0.5 12 118.5 0.038 1qe Presize 1,356 3.3 -0.018 0.056 >cn! M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 A Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ° Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 Pa e 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: RT-110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 486 0.000 Up: RMT-100 75 25 0.019 0.000 Rect 0.8 12 0.0 0.000 Presize 1,012 5.1 -0.018 0.056 ---Duct Name: RT-120, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 165 0.000 Up: RMT-100 75 25 0.003 0.000 Rect 1.0 12 0.0 0.000 Presize 344 6.2 -0.018 0.007 ---Duct Name: RT-150, Feeds From: Basement, Effective Length: 3.5 Trunk 0.0003 12.9 552 0.001 Up: RT-200 75 14 0.036 0.000 Rect 3.5 10 0.0 0.001 Presize 537 14 -0.014 0.052 ---Duct Name: RT-160, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 552 0.000 Up: RT-150 75 14 0.036 0.000 Rect 1.2 10 0.0 0.000 Presize 537 4.7 -0.014 0.052 ---Duct Name: RT-170, Feeds From: Basement, Effective Length: 9.2 Trunk 0.0003 12.9 552 0.003 Up: RT-160 75 14 0.036 0.000 Rect 9.2 10 0.0 0.003 Presize 537 36.7 -0.010 0.048 ---Duct Name: Bsmt RA, Returns From: Basement, Fitting: 6-L, Effective Length: 20.9 Runout 0.0003 8 444 0.002 Up: RT-230 75 6.2 0.039 0.006 Rnd 4.2 8.7 16.7 0.008 Presize 155 8.7 -0.010 0.008 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 16.4 Runout 0.0003 4 275 0.004 Up: RT-270 75 3.1 0.040 0.002 Rnd 10.2 4.4 6.2 0.006 Presize 24 10.6 -0.011 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. Summary_-� Number of active trunks: 14 VVhea Rid Number of active runouts: 11 M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 A Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC EPage Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 14 Manual D Ductsize Data - Duct System 1 - Return (cont'o Summary _ Total runout outlet airflow: 1,356 Main trunk airflow: 1,356 Largest trunk diameter: 18.6 RT -210 Largest runout diameter: 12.9 Main High Smallest trunk diameter: 12.9 RT -270 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.010 Main High Return loss added to supply: 0.056 Total effective length of return ( ft.): 180.3 Main High System duct surface area (No Scenario): 293 Total system duct surface area: 293 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. CWhE!at 9 �f n M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM' R Rhvac - Residential &Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 Page 15 Total Building Summary Loads __. Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door-Wood - Solid Core 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped-8: Wall-Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped-4: Wall-Basement, Custom, R11 Draped 216.3 815 0 35 35 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1537.4 2,121 0 1,506 1,506 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 21 A-32: Floor4 asement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more feat below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P-30-c: Floor -Over open crawl space or garage, 449.6 1,086 0 142 142 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Wir;ter CFM: 129, Summer CFM: 113 8,088 -2,785 1,950 -835 Ventilation: W ,ter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.57 gal/day : 2,042 0 0 0 Total Building I -oad Totals: 41,565 -1,985 24,725 22,740 Check Figures Total Building :supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of Cond. Space: 29,601 Buildin Loads Total Heating i;equired Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 % Total Latent Gain: -1,985 Btuh 0 % Total Cooling 1 'equired Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations a e performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed ri:sults 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 cc,iditions. City Whey_ f idge M:\ ...\Remingt, n He ... age Left.rhv Thursday, July 20, 2017, 7:58 AM rson Of Ridge M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Divison Rhvac - Resider, ial & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington9 Homes Elite Software Dev - Quail Ridge - 5242 QUO"n, r►o:. ca Littleton, CO 80125 Pa a 16 FS - stem 1 System) Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain GAtm Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door -Wood - Solid Core 37.8 522 0 189 189 R11 Draped -9: `.Nall -Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped -8: '.Nall -Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped -4: Wall -Basement, Custom, R11 Draped 216.3 815 0 35 35 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1537.4 2,121 0 1,506 1,506 Floor (also .ise 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 21 A-32: Floor-Pasement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more fec'. below grade, no insulation below floor, any floor cc jer, shortest side of floor slab is 32' wide 20P -30-c: Floor Over open crawl space or garage, 449.6 1,086 0 142 142 Passive, R 30 blanket insulation, carpet covering Subtotals for structure: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Wirer CFM: 129, Summer CFM: 113 8,088 -2,785 1,950 -835 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification Winter) 5.57 gal/day : 2,042 0 0 0 System 1 Sys!c;m 1 Load Totals: 41,565 -1,985 24,725 22,740 Check Fi ores Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft') of Cond. Space: 29,601 System Loads Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 % Total Latent Gain: -1,985 Btuh 0 % Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes 1 _ 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. ' Cit Of Ridge M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Divison Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 E Page 17 Equipment Data - System 1 - System 1 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 ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM 11, Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton CO 80125 Page 18 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 912.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 912.0 sq.ft. Supply Air: 143 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.9 AC/hr Volume: 9,197.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R11 Draped -9 15 X 10.1 151.2 0.051 3.6 550 0.1 0 12 S -Wall-R11 Draped -9 1 X 10.1 10.1 0.051 3.6 37 0.1 0 1 E -Wall-R11 Draped -8 17.5 X 10.1 156.4 0.051 3.6 569 0.1 0 12 S -Wail-R11 Draped -9 1 X 10.1 10.1 0.051 3.6 37 0.1 0 1 E -Wail-R11 Draped -9 1.5 X 10.1 15.1 0.051 3.6 55 0.1 0 1 S -Wall-R11 Draped -8 13.3 X 10.1 114.4 0.051 3.6 412 0.1 0 6 W -Wall-R11 Draped -9 1.5 X 10.1 15.1 0.051 3.6 55 0.1 0 1 S -Wall-R11 Draped -9 8.3 X 10.1 84 0.051 3.6 306 0.1 0 6 N -Wall-R11 Draped -9 1.2 X 10.1 11.8 0.051 3.6 43 0.1 0 1 W -Wall-R11 Draped -9 14.3 X 10.1 144.4 0.051 3.6 526 0.1 0 11 N -Wall-R11 Draped -9 3.8 X 10.1 38.6 0.051 3.6 141 0.1 0 3 W -Wall-R11 Draped -9 11.5 X 10.1 115.9 0.051 3.6 422 0.1 0 9 N -Wall-R11 Draped -9 13.7 X 10.1 137.8 0.051 3.6 502 0.1 0 11 E -Wall-R11 Draped -8 11.5 X 10.1 95.9 0.051 3.6 342 0.0 0 3 N -Wall-R11 Draped -9 5 X 10.1 50.4 0.051 3.6 183 0.1 0 4 E -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 34.1 0 681 0%S S -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 17.7 0 353 0%S E -GIs-Remington Window sligc-0.3 20 0.300 20.7 414 34.1 0 681 0%S Floor -21A-32 1 X 912.1 912.1 0.020 1.4 1,259 0.0 0 0 Subtotals for Structure: 6,681 0 1,797 Infil.: Win.: 7.2, Sum.: 6.3 176 2.541 447 0.614 -154 108 Room Totals: 7,128 -154 1,905 /001" City of P.ca,t M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM 11, Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. ERemington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 Page -1 _9 Detailed Room Loads - Room 2 - Pwdr (Average Load Procedure) Genera Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.2 ft. System Number: 1 Room Width: 6.2 ft. Zone Number: 1 Area: 38.0 sq.ft. Supply Air: 30 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.7 AC/hr Volume: 384.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Cig Lat Sen Description: Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 6.2 X 10.1 49.7 0.062 4.3 213 0.9 0 44 N -Wall-R23 6.2 X 10.1 62.2 0.062 4.3 266 0.9 0 55 E -GIs-Remington Window shgc-0.3 12.5 0.300 20.7 259 34.1 0 426 0%S Subtotals for Structure: 738 0 525 Infil.: Win.: 5.1, Sum.: 4.4 124 2.540 316 0.611 -109 76 Room Totals: 1,054 -109 601 City of Wheat Ric R(W(Ii,nq Divi M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM ge on M:\ ...\Remington Ho ... age Lcft.rhv Thursday, July 20, 2017, 7:58 A`6/I Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, C0 80125 Page 20 Detailed Room Loads - Room 3 - Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.5 ft. System Number: 1 Room Width: 7.2 ft. Zone Number: 1 Area: 82.0 sq.ft. Supply Air: 50 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 831.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 11.5 X 10.1 98.1 0.062 4.3 420 0.9 0 87 N -Wall-R23 7.2 X 10.1 58.8 0.062 4.3 251 0.9 0 52 W -Door-11 D 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 N -GIs-Remington Window shgc- 13.5 0.300 20.7 279 11.6 0 156 0.3100%S Subtotals for Structure: 1,196 0 384 Infil.: Win.: 7.7, Sum.: 6.7 188 2.540 478 0.611 -165 115 Equipment: _ 0 _ 500 Room Totals: 1,674 -165 999 City of Wheat Ridge ildir•^ �ivison M:\ ...\Remington Ho ... age Lcft.rhv Thursday, July 20, 2017, 7:58 A`6/I Rhvac Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Littleton CO 80125 Detailed Room Loads - Room 4 - Dining/Kitchen Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 11 Page 21 (Average Load Procedure) General 441 0.9 0 Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 359.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 360.0 sq.ft. Supply Air: 181 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 3,626.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM 48 35.4 Percent of Supply.: 0 % 151 0.9 Actual Summer Vent.: 0 CFM 48 0.300 Percent of Supply: 0 % 34.1 0 Actual Winter Infil.: 18 CFM Actual Summer Infil.: 16 CFM Items Area -U- Hta Sen Cla Lat Sen uescription E -Wall-R23 15 X 10.1 S -Wall-R23 1 X 10.1 W -Wall-R23 14.5 X 10.1 N -Wall-R23 4.2 X 10.1 E -Wall-R23 5.3 X 10.1 N -Wall-R23 5 X 10.1 E -GIs-Remington Window sh(jc-0.3 0%S N -GIs-Remington Window shgc- 0.3 100%S Subtotals for Structure: Infil.: Win.: 18.4, Sum.: 16.2 Equipment: Room Totals: HTM 103.2 0.062 4.3 441 0.9 0 91 10.1 0.062 4.3 43 0.9 0 9 146.2 0.062 4.3 625 0.9 0 130 42 0.062 4.3 180 0.9 0 37 53.7 0.062 4.3 230 0.9 0 48 35.4 0.062 4.3 151 0.9 0 31 48 0.300 20.7 994 34.1 0 1,635 15 0.300 20.7 311 11.5 0 173 2,975 0 2,154 454 2.542 1,153 0.613 -397 278 0 1,200 4,128 -397 3,632 City o Wheat Ridge M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Remington Ho ... age Le`t.rhv Thursday, July 20, 2017, 7:58 AM I Age Ivison Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. ERemington Homes - Quail Ridge - 5242 Quail St, Plan 725 Littleton CO 80125 Page 22 Detailed Room LoaG1.3 - Room 5 - Study (Average Load Procedure) General - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 142.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 142.0 sq.ft. Supply Air: 103 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 1,432.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.8 X 10.1 119.2 0.062 4.3 510 0.9 0 106 W -Wall-R23 12 X 10.1 76 0.062 4.3 325 0.9 0 67 N -Wall-R23 5.5 X 10.1 55.4 0.062 4.3 237 0.9 0 49 W -GIs-Remington Window sho c- 15 0.300 20.7 311 34.1 0 511 0.300/,,S W -GIs-Rernington Window sli ,c- 15 0.300 20.7 311 34.1 0 511 0.300/,,S W -GIs-Remington Window shoo- 15 0.300 20.7 311 34.1 0 511 0.30%S UP-Coil-1613-50 134.1 X 1 134.1 0.020 1.4 185 1.0 0 131 Subtotals for Structure: 2,190 0 1,886 Infil.: Win.: 12.0, Sum.: 10.5 296 2.540 751 0.612 -259 181 Room Totals: 2,941 -259 2,067 Wheat - Building _ M:\ ...\Remington Ho ... age Le`t.rhv Thursday, July 20, 2017, 7:58 AM I Age Ivison Rhvac Residential & Light Com i ncrcial HVAC Loads Smith & Willis HVAC LLC Remington Homes E Elite Software Development, Inc. - Quail Ridge - 5242 Quail St. Pian 725 Littleton, CO 80125 Page 23 Detailed Room Loac'.3 - Room 6 - Great Room LAverage Load Procedure) General - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 466.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 466.0 sq.ft. Supply Air: 307 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.9 AC/hr Volume: 4,699.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 35 CFM Actual Summer Infil.: 31 CFM Item Area -U- Htg Sen Clg Lat Sen Descri ti!i Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 13.3 X 18.2 242.2 0.062 4.3 1,036 0.9 0 215 W -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 4.7 X 18.2 63.6 0.062 4.3 272 0.9 0 56 S -Wall-R23 3.7 X 10.1 24.5 0.062 4.3 105 0.9 0 22 W -Wall-R23 6 X 10.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 7.3 X 10.1 73.9 0.062 4.3 316 0.9 0 66 E -Wall-R23 17.5 X 18.2 208 0.062 4.3 890 0.9 0 184 S -Wall-R23 1 X 18.2 18.2 0.062 4.3 78 0.9 0 16 W -Door-1 1 D 3 X 6.7 20 0.200 13.8 276 5.0 0 100 S -GIs-Remington Window shci:;-0.3 21.2 0.300 20.7 440 17.6 0 375 0%S S -GIs-Remington Window shrc-0.3 12.5 0.300 20.7 259 17.7 0 221 0%S E -GIs-Rei:iington Window shc;c-0.3 27.5 0.300 20.7 569 34.1 0 937 0%S E -GIs-Remington Window shgc-0.3 27.5 0.300 20.7 569 34.1 0 937 0%S E -GIs-Reriington Window shc;c-0.3 55 0.300 20.7 1,139 34.1 0 1,874 0%S UP-Ceil-16B-50 352.7 X 1 352.7 0.020 1.4 487 1.0 0 346 Subtotals for Structure: 6,739 0 5,411 Infil.: Win.: 35.2, Sum.: 30.8 865 2.542 2,198 0.613 -757 530 People: 200 lat/per, 230 sen/p :r: 1 200 230 Room Totals: 8,937 -557 6,171 M:\ ...\Remington Ho ... age Lc`I.rhv Thursday, July 20, 2017, 7:58 AM 9e Rhvac Residential & Light Goma orcial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc.' Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 M Littleton CO 80125 Page 24 Detailed Room Loac .• - Room 7 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 22.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 23.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.9 AC/hr Volume: 183.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Descri lion Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 5.8 X 8.1 39.1 0.062 4.3 167 0.9 0 35 E -GIs-Remington Window shr;c-0.3 8 0.300 20.7 166 34.1 0 273 0%S UP-Ceil-1 CB-50 22.6 X 1 22.6 0.020 1.4 31 1.0 0 22 Subtotals for Structure: 364 0 330 Infil.: Win.: 1.9, Sum.: 1.7 47 2.547 120 0.616 -41 29 Room Totals: 484 -41 359 cyry 1Vhear A. M M:\ ...\Remington Ho ... age Lcf(.rhv Thursday, July 20, 2017, 7:58 AM Rhvac RLsidentlal -& Light Con Smith & Willis HVAC LLC Littleton CO 80125 Detailed Room -Loa(. General Calculation Mode: Room Length: Room Width: Area: Ceiling Height: Volume: Number of Registers: Item Descrl t;on N -Wall-R23 7 X 8.1 UP-Ceil-16B-50 82 X 1 Floor -20P-30 1 X 4.5 Floor -20P-30 1 X 43.4 Subtotals for Structure: Infil.: Win.: 2.3, Sum.: 2.0 Room Totals: coal HVAC LoadsEie Software Developent, Inc Remington Homes - QuailtRidge 5242 Qua I St.Plan 725 age - Room 8 - Mstr WIC (Average Load Procedure) Htg. & clg. Occurrences: 1 82.0 ft. System Number: 1 1.0 ft. Zone Number: 1 82.0 sq.ft. Supply Air: 12 CFM 8.1 ft. Supply Air Changes: 1.1 AC/hr 663.0 cu.ft. Req. Vent. Clg: 0 CFM 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Area -U- Htg Sen Clg Lat Sen Quantity Value HTM Loss HTM Gain Gain 56.6 0.062 4.3 242 0.9 0 50 82 0.020 1.4 113 1.0 0 80 4.5 0.035 2.4 11 0.3 0 1 43.4 0.035 2.4 105 0.3 0 14 471 57 _ 2.546 _ 144 615 0 145 0.619 -49 35 -49 180 a City of (teat ,Ridge M:\ ...\Remington Ho ... age Lc!t.rhv Thursday, July 20, 2017, 7:58 Rhvac Residential & Light Com -rcial HVAC Loads Smith & Willis HVAC LLC Littleton CO 80125 ERemington Homes Elite Software Development, Inc. - Quail Ridge - 5242 Quail St. Plan 725 Page 26 Detailed Room Loac . - Room 9 - Mstr Bath (Average Load Procedure) 0.612 -114 80 -114 General.. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 92.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 92.0 sq.ft. Supply Air: 40 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.3 AC/hr Volume: 745.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Descri i -n Quantity Value HTM Loss HTM Gain Gain N -Wall-R23 10.5 X 8.1 72.8 0.062 4.3 312 0.9 0 65 E -Wall-R23 5.7 X 8.1 33.8 0.062 4.3 145 0.9 0 30 N -GIs-Remington Window shgc:- 12 0.300 20.7 248 11.6 0 139 0.3 100%S E -GIs-Remington Window shgc;-0.3 0%S UP-Ceil-1613-50 92.1 X 1 Subtotals for Structure: Infil.: Win.: 5.3, Sum.: 4.7 Room Toltls: 12 0.300 20.7 248 34.1 0 409 92.1 0.020 1.4 127 1,080 131 2.541 332 1,412 1.0 0 90 0 733 0.612 -114 80 -114 813 M:\ ... \Re nington Ho ... age Lc! l.rhv Thursday, July 20, 2017, 7:58 AM Rhvac il,4sldential -& Light Comr, arcial HVAC Loads Smith & Willis HVAC LLC Remington Homes M Elite Software Development, Inc. - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CO 80125 Page 27 Detaii ad Room LOaG , -Room 10 -Upper Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 67.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 68.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.4 AC/hr Volume: 547.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Cig Lat Sen Descri ' ,n Quantity Value HTM Loss HTM Gain Gain UP-Ceil-1613-50 67.7 X 1 67.7 0.020 1.4 93 1.0 0 66 Subtotal; `or Structure: 93 0 66 Infil.: Win 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Tc' ils: 93 0 66 City of sheat �'�u;4dinq Divi M:\ ...\Remington Ho ... age Le!t.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Rc iington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac P �sidential & Light Commercial Smith & VG lis HVAC LLC HVAC Loads Remington Homes 11 Elite Software Development, Inc. - Quail Ridge - 5242 Quail St. Plan 725 Littleton, < J 80125 Page 28 DetaiC.)d Room Loads - Room 11 - Master Suite (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Lcngth: 256.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 256.0 sq.ft. Supply Air: 137 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 2,071.0 cu.ft. Req. Vent. Clg: 0 CFM Numbet J Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Descri , n Quantity Value HTM Loss HTM Gain Gain E -Wall-R.13 15 X 8.1 76.2 0.062 4.3 326 0.9 0 68 S -Wall-F"3 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 N -Wall-R23 5 X 8.1 27.9 0.062 4.3 119 0.9 0 25 E -GIs-R(. nington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S E -GIs-Rcmington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 34.1 0 511 0%S N -GIs-R. nington Window shgc- 12.5 0.300 20.7 259 11.5 0 144 0.31 ,3%S UP-Ceil , '3-50 256.2 X 1 256.2 0.020 1.4 354 1.0 0 251 Subtotals or Structure: 2,026 0 2,028 Infil.: Wii 6.9, Sum.: 6.0 170 2.540 431 0.613 -148 104 People:.' '0 lat/per, 230 sen/per: 1 200 230 Equipmc .: _ 0 _ 400 Room Tc ;is: 2,457 52 2,762 CW WVje3t M:\ ...\Rc iington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM 14iivac_F sidentiai & Light Commercial HVAC Loads Smith & V lis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, C D 80125 _ Page 29 Detarf' ?d Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General.. _ Calculati:;n Mode: Htg. & clg. Occurrences: 1 Room Lcngth: 174.4 ft. System Number: 1 Room VVAth: 1.0 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 93 CFM Ceiling I :fight: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,410.0 cu.ft. Req. Vent. Clg: 0 CFM Number f Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Descrip, n Quantity Value HTM Loss HTM Gain Gain S -W all-f 13 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 W -Wall-I 23 12.5 X 8.1 71 0.062 4.3 304 0.9 0 63 N -Wall-[ .:_3 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-; 23 2 X 8.1 16.2 0.062 4.3 69 0.9 0 14 W -GIs-F mington Window shgc- 30 0.300 20.7 621 34.1 0 1,022 0.3 C :>S UP-Ceil-i ;13-50 174.4 X 1 174.4 0.020 1.4 241 1.0 0 171 Floor-201 30 1 X 174.4 174.4 0.035 2.4 421 0.3 0 55 Subtotal:; or Structure: 1,916 0 1,379 Infil.: Wii 7.2, Sum.: 6.3 178 2.543 452 0.613 -156 109 People:: 0 lat/per, 230 sen/per: 1 200 230 Equipmc 0 150 Room Tc ,Is: 2,368 44 1,868 City, , Wheat Building D, M:\...\Rc.ington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ... \Rc. ington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM of rR_hv_ac - I . sidential & Light Commercial HVAC Loads Smith & V'2 !is HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 11 Littleton, G.) 80125 Page 30 Fbat:ai';,d Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) General Calculal','-',n Mode: Htg. & c1g. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room V\." :9th: 14.5 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 96 CFM Ceiling I !,sight: 8.1 ft. Supply Air Changes: 4.1 AC/hr Volume 1,407.0 cu.ft. Req. Vent. Clg: 0 CFM Number , f Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area _U_ Htg Sen Cig Lat Sen Descrip n Quantity Value HTM Loss FITM Gain Gain W -Wall-: 23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-[ '13 14.5 X 8.1 117.2 0.062 4.3 501 0.9 0 104 W -GIs-F"( i-nington Window shgc- 30 0.300 20.7 621 34.1 0 1,022 0.3 (' S UP-Ceil- � 18-50 174 X 1 174 0.020 1.4 240 1.0 0 171 Floor -20P-30 1 X 174 174 0.035 2.4 420 0.3 0 55 Subtotals 'or Structure: 2,068 0 1,411 Infil.: Wk, 8.7, Sum.: 7.6 214 2.541 544 0.612 -187 131 People:' 0 lat/per, 230 sen/per: 1 200 230 Equipmc : 0 150 Room T( •Is: 2,612 13 1,922 M:\ ... \Rc. ington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM of M:\ ...\Re: ington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM Rhvac P, & Light Commercial HVAC Loads Smith & V'!is HVAC LLC Elite Software Development,` Inc. Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton ( :) 80125 Page 31 DetaiI �d Room Loads - _ Room 14 - Upper Hall (Average Load Procedure) General Calculate: .n Mode: Htg. & clg. Occurrences: 1 Room Lcugth: 181.4 ft. System Number: 1 Room N':;1th: 1.0 ft. Zone Number: 1 Area: 181.0 sq.ft. Supply Air: 65 CFM Ceiling I ,;fight: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 1,466.0 cu.ft. Req. Vent. Clg: 0 CFM Number f Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 10 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Descri n Quantity Value HTM Loss HTM Gain Gain S -Wall-[,:)3 4 X 8.1 23.6 0.062 4.3 101 0.9 0 21 W -Wall-I 23 11.5 X 8.1 80.4 0.062 4.3 344 0.9 0 71 S -Wall-I 1"3 7.5 X 8.1 60.6 0.062 4.3 259 0.9 0 54 W -Wall-F'23 6 X 8.1 42.2 0.062 4.3 181 0.9 0 37 S -GIs-R; nington Window shgc-0.3 8.8 0.300 20.7 181 17.6 0 154 0%S W -GIs-f3 :mington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.3 0` S W -GIs-R, mington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.3 C' ,S W -GIs-I' nington Window shgc- 6.2 0.300 20.7 129 34.1 0 213 0.3( S UP-Ceil-- 13-50 181.4 X 1 181.4 0.020 1.4 250 1.0 0 178 Floor -20i 30 1 X 9 9 0.035 2.4 22 0.3 0 3 Floor -20I 30 1 X 44.3 44.3 0.035 2.4 107 0.3 0 14 Subtotal- : x Structure: 1,832 0 1,171 Infil.: Wir . 9.5, Sum.: 8.3 234 2.544 596 0.615 -205 144 Room Totals: 2,428 -205 1,315 City s Wheat Building D e M:\ ...\Re: ington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM of Ridge Divison Rhvac r ,idential -& Light Commercial HVAC Loads Smith & l s HVAC LLC Remington Homes E Elite Software Development, Inc. - Quail Ridge - 5242 Quail St. Plan 725 Littleton _80125 Page 32 Detar d Room Loads - Room 15 - Crawl Space (Average Load Procedure) General Calculati .n Mode: Htg. & clg. Occurrences: 1 Room Lc:igth: 182.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 182.0 sq.ft. Supply Air: 24 CFM Ceiling I I ;fight: 5.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 940.0 cu.ft. Req. Vent. Clg: 0 CFM Number , f Registers: 1 Actual Winter Vent.: 0 CFM Runout / r: 24 CFM Percent of Supply.: 0 % Runout L .act Size: 4 in. Actual Summer Vent.: 0 CFM Runout f r Velocity: 273 ft./min. Percent of Supply: 0 % Runout /`. r Velocity: 273 ft./min. Actual Winter Infil.: 2 CFM Actual Lc ,s: 0.064 in.wg./100 ft. Actual Summer Infil.: 2 CFM item Area -U- Htg Sen Cfg Lat Sen Descri " n Quantity Value HTM Loss HTM Gain Gain S -Wall-f3' 1 Draped -4 11.8 X 5.2 61.2 0.051 3.8 231 0.2 0 10 W -Wall -t 11 Draped -4 12.2 X 5.2 62.9 0.051 3.8 237 0.2 0 10 N-Walkl`i l 1 Draped -4 5.5 X 5.2 28.4 0.051 3.8 107 0.2 0 5 W -Wall -I.11 Draped -4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 N -Wall-I' 1 Draped -4 6.3 X 5.2 32.7 0.051 3.8 123 0.2 0 5 Floor -21 A 32 1 X 182 182 0.020 1.4 251 0.0 0 0 Subtotals or Structure: 1,066 0 35 Infil.: Win. 2.0, Sum.: 1.8 50 2.533 126 0.603 -44 30 Room To: ;Is: 1,192 -44 65 City I W M:\ ...\Remington Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM of Ridge Divison Duct size esults above are from Manual D Ductsize except where indicated otherwise. Runout c ct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the ' anual D Ductsize report for duct velocities and other data. ' Indicate.,. duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cool,n ; stem Summary -- - - - - Rhvac k :idential & Light Commercial HVAC Loads Sensible/Latent Sensible Latent Total Elite Software Development, Inc. Smith & V4 .s HVAC LLC Btuh Btuh Btuh Net Req, ed: Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton C.)_80125 -1,985 24,725 Actual: 2.83 100%/0% 34,000 Pa a 33 S ste, 7 1 Room Load Summary - Htg Min Run Run Clg Clg Min Act Re :m ENo Area Sens Htg Duct Duct Sens Lat Clg Sys Na le SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1 -- 1 Ba:oment 912 7,128 143 6,6,6 1,905 -154 105 143 2 Pwcir 38 1,054 21 5 601 -109 33 30 3 Lau 1dry 82 1,674 34 6 999 -165 55 50 4 Dir ig/Kitchen 360 4,128 83 7,7 3,632 -397 201 181 5 stL y 142 2,941 59 6,6 2,067 -259 114 103 6 Gr it Room 466 8,937 179 7,7,7,7 6,171 -557 341 307 7 W;; 23 484 10 4 359 -41 20 18 8 Ms' WIC 82 615 12 4 180 -49 10 12 9 M, Bath 92 1,412 28 6 813 -114 45 40 10 Up ,,r Bath 68 93 2 4 66 0 4 3 11 W , er Suite 256 2,457 49 7,7 2,762 52 152 137 12 Be room 2 174 2,368 47 6,6 - 1,868 44 103 93 13 Be room 3 174 2,612 52 6,6 - 1,922 13 106 96 14 Up er Hall 181 2,428 49 7 1,315 -205 73 65 15 Cr; _ jl Space 182 1,192 24 - 11-4 273 65 -44 - 4 24 Hu . idification 2,042 Sy::' em 1 total 3,232 41,565 791 24,725 -1,985 1,365 1,230 System 1 Main Trunk Size: 21x20 in. Velocity: 464 ft./min Loss per 00 ft.: 0.013 in.wg Duct size esults above are from Manual D Ductsize except where indicated otherwise. Runout c ct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the ' anual D Ductsize report for duct velocities and other data. ' Indicate.,. duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cool,n ; stem Summary -- - - - - Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Req, ed: 2.06 109%/-9% 24,725 -1,985 24,725 Actual: 2.83 100%/0% 34,000 0 34,000 M:\ ...\Rer Ington Ho ... age Left.rhv City of WiiCF., ICAC' e. Thursday, July 20, 2017, 7:58 AM M:\ ... \Rcr, ngton Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM P Rhvac Rc ;identia && Light Commercial Smith & W 's HVAC LLC HVAC Loads Remington Homes - Elite Software Development, Inc. Quail Ridge - 5242 Quail St. Plan 725 Littleton C') 80125 Page 34, 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 West Individual ;dooms 00 450 900 1350 1800 2250 2706 3150 High Rm. Ra _ m Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Na e CFM CFM CFM CFM CFM CFM CFM CFM Size System Zone 1: 1 Basement *143 143 143 143 143 143 143 143 6,6,6 2 Pwdr 30 28 25 28 *30 26 21 26 5 3 Laundry 50 61 82 65 54 67 *86 63 6 4 Dining/Kitchen 181 187 `199 191 186 185 190 181 7,7 5 Study 103 85 66 85 *103 99 87 99 6,6 6 Great Room 307 *314 308 306 297 288 279 296 7,7,7,7 7 W/C 18 17 14 17 *18 15 12 15 4 8 Mstr WIC *12 12 12 12 12 12 12 12 4 9 Mstr Bath 40 47 *56 50 44 49 53 46 6 10 Up; cr Bath 3 3 4 3 3 4 *4 4 4 11 Master Suite 137 141 *144 144 142 137 133 134 7,7 12 Bedroom 2 93 82 75 83 *93 93 90 93 6,6 13 Bedroom 3 96 85 78 85 *96 96 94 95 6,6 14 Upper Hall 65 64 65 62 63 69 *76 71 7 15 Crawl Space *24 24 24 24 24 24 24 24 1--4 * Indicates highest CFM of all rotations. Whole BL 'ding [R�otation House Supply Sensible Latent Net Degree Faces CFM Gain Gain Tons 0° West *1,230 24,725 *-1,985 2.06 45° Northwest 1,230 23,576 -1,985 1.96 90° North 1,230 19,869 -1,985 1.66 135° Northeast 1,230 25,395 -1,985 2.12 180° East 1,230 *26,629 -1,985 *2.22 225° Southeast 1,230 23,297 -1,985 1.94 270° South 1,230 18,707 -1,985 1.56 315° Southwest 1,230 22,862 -1,985 1.91 * Indicate, highest value of all rotations. city of wheat Rid9 ill rx;,!c�irl� p1v+s E M:\ ... \Rcr, ngton Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM P Rhvac Re dential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Wil s HVAC LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 CC 80125 Page 35 Building Rotation Report (cont'd) 2.3 2.1 , 2.0 0 0 t- rn c 0 v 1.9 1.8 1.7 1.6 1.5 Building Rotation Tonnage West Northwest North Northeast East Southeast South Southwest Direction House Faces -+— Buildinq Net Tonnage M:\ ...\Rem. igton Ho ... age Left.rhv City of Thursday, July 20, 2017, 7:58 AM Rhvac - Rc iential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & W HVAC LLC Remington Homes - Quail Ridge - 5242 Quail St. Plan 725 Littleton, CC 80125 Page 36 Building Rotation Report (cont'o Building Rotation Hourly Net Gain House faces West House faces Northwest �-�- House faces North ♦-- House faces Northeast House faces East A— House faces Southeast House faces South — House faces Southwest M:\ ...\Ren ngton Ho ... age Left.rhv Thursday, July 20, 2017, 7:58 AM SR -330,6",74 CFM,Reg:10x4 H -UM Z A. COAadennw ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATIO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOVI SUPPLIED BY A 2 N FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR % BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5242 Quail St. Place ceiling return 10'0" away —_Wbeoi 14x1 from the water heater. J �K Bsmt RA,8",155 CFM,Grille:12x12 SR -340,6",74 CFf\ g:10x4 I R-7(„ SR -320,6",74 CFM,Reg:10x4 \ I H -UM Z A. COAadennw ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATIO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOVI SUPPLIED BY A 2 N FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR % BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5242 Quail St. i —_Wbeoi 14x1 Scale: 1/8" = 1'0" �K H -UM Z A. COAadennw ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATIO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOVI SUPPLIED BY A 2 N FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR % BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5242 Quail St. Page: 8.5x11" Basement Scale: 1/8" = 1'0" �K Smith &Willis I M. North R-7(„ SR -250,7',90 CFM,Reg:10x4 \ SR -260,7',90 CFM,Reg:10x4 makeaneed doublet l mit to 2nd floor \ Island Low,7,80 CFM,Grille:12x6 / Island Low,7,80 CFM,Grille:12x6 SR -180,7',77 CFM,Reg:10x4 / SR -190,7',77 CFM,Reg:10x4 SR -170.7'.77 CFM.Rea:10x4 Main Floor Remington Homes Quail Ridge 5242 Quail St. SR -220,6",51 CFM,Reg:10x4 leg:10x4 Page: 8.5x11" Scale: 1/8" = 1'0" SmithMillis Willis SR -270,7",69 7M,Reg:10x4 \ SR-280,7",697 Reg:lOx4 SR -290,4",18 CFM.Reg:10x4 SR -300,6",40 CFM,Reg:tOx4 W/C Mstr Bath SR -100,4",12 CFM,Reg:10x4 Mstr WIC Bedroom 3 SR -150,4",3 CFM,Reg:10x4 BR2 High,7",80 CFM,Grille:12x6 Master Suite Upper Bath High RA,7",80 CFM,Grille:12x6 / High RA,7",80 CFM,Grille:12x6 / UP °N uP ON Upper Hall UN TG \ Bedroom 2 �\J R-160,7",65 CFM,Reg:10x4 ,0 CFM,Grille:12x6 'High RA,7",80 CFM,Grille:12x6 SR -110,6",48 CFM,Reg:10x4 / SR -140,6",46 CFM,Reg:10x4 / SR -120,6",48 CFM,Reg:10x4 SR -130,6",46 CFM,Reg:10x4 2nd Floor Remington Homes Quail Ridge 5242 Quail St. Page: 8.5x11 " Scale: 1/8" = 1'0" SmithMillis Willis Manual S Remington Homes Quail Ridge 5242 Quail St. NO' Manual D Data from Elite Software Duct Sizing Program. Equl went: urnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Fric, a Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Repor! ts: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity ft.fmin, Temperature: F Notes tic pressure available values for return ducts are at the entrance of the dud. For supply, they are at the exit. The cumulative static pressure loss value for a r 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 value: he supplymain trunk include any device pressure losses entered. and the cumulative mayalso include the total static pressure loss of the return side. Numt,- active trunks: 28 Num,. active Wriouts: 24 Total r it outlet airflow: Main ti airflow: 1,356 1,353 Large- ilk diameter: 22.4 SMT -100 Large: out diameter: 7 SR -160 Small: ,nkdiameter- 12.9 ST -290 Smalk rout diameter: 4 SR -100 Su p,-,: ntemalstatic pressure 0.800 Suppl; device pressure losses 0,270 Supp!, vatic pressure available. 0.530 Runo.r ,imum cumulative static pressure loss: G.361 SR -340 Retun added to supply: 0 056 Total _ :,,a length of return (',ft:): 180.3 Main High Total : i, e length of supply (ft-)- 176.7 SR-340 Over., ;i effective length(ft.): 357.0 Main High to SR -340 Desigi friction rate per 100 ft.: 0.148 (Available SP x 100 /TEL) Syste surface area (No Scenario): 820.4 Total duct surface area: 820.4 Zo C-1 0 -5 9 X Heat "ise Used on the Program- 58' F ,n-_ pacity and Efficiency '.P., 11,11gh Heat (BTUH) Output lHigh Heat (B UH) Ce'ttf�,_ m . perature High Heat R., F (OG) Fan ,rformance VU -/U u 4V -/V I 4U_ 'o 22-39 19-36 22-39 19-36 19-36) 3622-39 (22-39) (25-42) AIR DELIVERY, - CF1M (BOT-rONI RETURN WITH FILTER) r Urnace Return Air Connection Wire Lead Color Cooling Tons CFM t Ton Test Airflow Delivery @ Various External S 0,11 0.2 02 0-4 0.5 0.6 0-7 tatic, Pj essures 0.8: 0.9 1 .10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 980 6115 BhuG 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2-0 385 910 880 M 810 770 725 67-5 SDO 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 SIDE/BOTTOM Black 1 3-0 385 1215 1205 1205 1195 1155 1100 1045 975 910 8051 Blue 2,5 3701 980 985, 980 955, 925, 880 835, 780, 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 �Red 545 I 1.5 430 750 730 705 680 645 605 5-65 = 0,40-12 SIDE/BOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2-5 418 1245 1200 1150 1100 1045 990 930 855 790 T3-0- Orange 2.5 3,66 1050 1025 985 950 915 870 820 760 705 655 Blue 2,0 435 980 955 935 905 870 830 780 725 675 625 TGT 1.5 4371 720 705, 690 675, 655, 625 59D, 555, 525 485 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 13301 1235 1140 Yellow 3-5 377 138D 1340 1335 1330 1320 112155 1225 1155 1085 1000 Blue -1 3.0 387 1190 1185 1195 195 1160 1125 1075 1015 Red 1 2-5 394 1030 1025 1030 1010 16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 112S5 1165 Yelllow 3.5 381 1420 1425 1400 70 335 1290 1M 1170 1095 1015 Orange 3-0 383 1 1205 1205 1185 1165, 1150, 1100 1055 935 , 1000 870 Blue 2-5 384 1035 1020 1005 9a5l 9601 -930 595 845 795 7W Red 2.0 380 850 US 805 785 760 725 695 655 600 545W BOTTOM or TWO-S1DES 4.5 Black 5.0 377 2225 2160 2070 19 1885 1790 1690 1575 1460 1345 yellow CO 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 01191 3.5 397 1485 1470 1455 1430 1390 1340 12'80 12105 1120 1035 Blue 2-5 426 1120 l-,10 1100 1090 1065 1035 990 M 870 805 Red 2.0 433 PY940 920, 910 _890 —8-6' 830 790 745 690 625 -, Cj- 16 SIDEJBOTTOM Black 4.0 373 1715 1660 1610 15551 1490 1420 1340 1245 1150 1065 379 Yellow 3-5 1535 148D 1435 13W 1325 1260 1180 1095 1010 910 Blue-;-- 3.0 367 1300 1255 1205 1160 1100 1035 970 905 810 730 Red2.0 445 1110 1055 1005 955 890 835 770 690 610 535 BOTTOM or TWO -SIDES 4�5 Black 5-0 394, 2270 2205 2130 2055 1970 1880 178() 1670 1555 142520 , Yellow 5.0 367 2090 2040 1980 1910 1835 17551 16701 1570 1460 1340 Blue 4.0 416 1850 18151 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 475 1420 1355 1280 1190 1100 C-20 BOTTOM or TWO -SIDES 4� 5 1 IRed Black 5.0 410 23155 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 50 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 1 4-0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1205 1 3-51 41141 1610 1585 1555 1515 14501 1396 1325 1250'11 is required for each return -air inlet- Airflow performance includes a 3/4 -in- (19 mm) washable filter media such as contained in a factory -author- accecoory fitter raCkr See accessory hot. To determine airflow performance without this filter, acaurne an adcliFtonal 0.1 in. W.C. available external static .ure. >�JIJSTTHE SLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION- _4_sed areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 1 va over 1800 CFM require bottom re4um, tvro -side return, or bottom and side return. A minimum lifter size of'20'x 25" (503 x 635 nun) is required. _j,Aow applications, air entering from one ss6e into Win the aide of the furnace and a return air base counts as a side and bottom return. ,: flows that are shown in SOLD exceed 0-53 waft per CFM at the given external static pressure. Eval, cator Coil Static Pressure PERFORMANCE DATA (cont) COIL ,T'-kTIC PRESSURE DROP (inwc.) PURONO AND R-22 REFRIGERANTS SIZE 1814 2414 2417. 301-1 301.7 3611 3621 42 482: 1462 602.1 W. - Standard CFM It I 5W 1 600 1 700 1800 1 900 1 10M 1 1100 1 1200 1 1300 14=00 1500 1 1600 1700 1 1800 11900 12000 2100 2200 Dry 10 -114 10.166 10.198 10.253 I I I Wet -6 JOAag 10.182 10213 10.277 Dry 7., 10,103 JOAQ 10-182 J0.233 10-290 10-354 Wet 10.128 10.171 10.214 JO.M 10,236 1 0-413 1 1 1 1 Dry 10.069 10,090 10.112 10.140 10-170 10203 1 1 1 Wet 0091 0.122 0-150 10.189 10.224 10263 1 1 1 Dry 10.097 10.135 10-173 J0.223 10278 10239 1 0A05 10.478 1 1 Wet LI0.114 0.160 0206 10.260 0.321 0.388 1 O:461 10.540 1 1 1 1 Dry 10.060 10.080 10.102 10-128 10,157 1 DIGS I 0.222' 1 0.259 1 Wet 5 10.076 10.104 10.127 10.158 10-190 10.225 10266 10.309 1 1 1 1 1 1 1 1 1 Dry 10-061 10.082 10-1 &3 10-128 10157 1 OA ES 10.221 10259 10.299 10.341 1 1 Wet 10 - 0.079 10.107 10.12;3 10.166 1029W -W 10.276 10.315 10-361 10.413 1 1 1 _I Dry 10 -04810-062 10-06 JO.M 10-111 1 01a2 1 0.153 10.177 10.201 1 0.228 I Wet 0066 1 0.095 JOAW 10.122 J0.-144TT01-7-1 FO 1-92 10.217 10245 10.276 1 1 1 D - ]0041 10.054 10-066 10.082 1 0.099 10.118 10.137 10,158 10.180 0 2051 0.231 10259 1 10.059 10.078 10.101 10.126 10.153 1 0A91 10:207 10.234 10.260 10.288 10.319 10.354 1 1 1 1 1 1 Dry 1 10.047 J0.05 10.075 10-092 10-110 10.130 10.152 1 0.17b" 10.204 10.230 10-256 10.284 10.318 1 1 Viet 1 10.053 10.067 10,085 10.104 1 0-125 10,147 10.172 10.200 10.228 1 0.259 10292 10.327 10.365 1 1 1 1 Dry 1 10.015 10.04E 10.057 1 C, 069 10.094 10.019 10,119 10-124 10.140 10.158 10,175 10.195 10.214 1 1 1 Wei 10.022 1 0.05v 10.066 10-08110,097 10.114 10.131 1 0.150 0.16910.190 10211 10.233 10.257 1 1 1 1 Dry 0.062 10-073 1 0M4 10.097 10.111 10126 10.138 10,154 1 0.172 10.190 10.210 1 0.228 10.251 10.273 10293 Wet 1 1 10.082 10-096 10.112 1 0A29 10.145 10.163 10.171 10.191 10.212 10.235 10.258 10283 10.310 1 0M6 10.366 Det I cooling capacity CONDENSER ENTERING At Usal pacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sens ;,,i in from Manual J = 24,725 BTUs 24,7-- 1,490 = .84 or 16% over Notc C-A13NA030 (2.5 Ton) has a Usable Capacity 24293 BTUs 75(23-9) 85(29.4) 95 (35) Ewe F (-C) 2(22-2) Capaciiy M13tull Tatal Senst 40.22 21.00 Tota'I System KW** 2.54 Capacity Matuh Total Sens4 38.50 20.34 Total System KWA .11LA"#!Il,*1rr-,- 2,79 Capacity MI3tuh Total Sens4 . , .,I 36.66 19.65 Total System KW** 111ii1lef-11 3.07 67 (19.4) 36,61 275.73 2.51 35.00 25.05 2,76 33.29 24-35 3.04 (17.2 tt 04.02 2488 249 3250 24.20 2.74 30-89 23.49 3.02 62(16-7) 23-42 30-44 2-49 31.97 2975 2.74 30.45 29.01 3.02 `7 (13.9) 32.55 32-55 248 31.38 31.38 2.73 30-12 30.12 3.02 ,-2(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 2730 2,57 35.57 26.61 2.82 33-80 25.90 3.10 (17-2)tt 3463 2636 2-55 33,04 25.66 2.80 31-38 24.94 3.08 '-,2 (16,7) '34.19 32.60 2.55 32,73 31.85 2.80 3124 3124 3,08 -�7 (13.9) 33.87 3387 255 32-61 32.61 2.80 31.27 31.27 3.08 ,2(22-2) 41.40 22.89 2.66 39.55 22.22 2.91 37.60 21.52 319 r-7 (19-4) 27.72 28.79 2.63 36.00 28.11 2.88 34.19 27-39 3.16 (l 7-2)tt 35.09 27-77 2.61 33.47 27.07 2.86 3176 26-34 3,14 2(16.7) 90 3490 2-61 3363 33.63 2.86 3222 1 32.22 3.15 -7(13-9) 54.96 3496 2-61 33.64 3364 2.86 32-23 1 32.23 3.15 Usal pacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sens ;,,i in from Manual J = 24,725 BTUs 24,7-- 1,490 = .84 or 16% over Notc C-A13NA030 (2.5 Ton) has a Usable Capacity 24293 BTUs AH Jsed Item ; Value Modc Standard Air Conditioner Mode' ,er (Combined) outcl _lel Number CA13HA0W—,C Indoc el Number CNPV'4221AL'+TDR Tracl CARRIER AIR CONDITIONING Outcl,- nu`acturer CARRIER AIR CONDITIONING Indoo jSacturer Desc: Con - Nomi acity 34000 Nomir High Speed 0 N':o,mir =V'. Lour Speen 0 SEER 13 .' SEEP =:,, 0 SEEF j 0 EER 11 EER 0 EER, L_ 0 Soun 0 AHRI Number 6395&82 Qual Sens :ity 34000 Lata:; 0 Con larranty 5 years ..Coll 5years .-. .: Parc 5 years La b � 5 years Micr r Warranty MI 'O N � a a.. in co FM C i E m Q C Z CD ++ 01 ro a m cic C: C: +'M M •- CO O O N r� M �o vi, to IA co C O yr OQ �p V ih i? iA r N Vf C 0 ♦ C - C O c- Q� O� O Q s. � `r N O as T N � � Q w qi d e E c O en r0 ro L .— W N � Nk QI Ql y PV �- V c c w w Ujc ON +'M M •- CO O O N r� M �o vi, to IA co C O yr OQ �p V ih i? iA r IG Vf 3 >1 C C O c- Q� O� O Q s. -L- 0 11 10 �; K-� (45) N 0 D >1 O c- Q� O� O O s. � `r N O f W lti c c '1+ ro E rr w L #AA W S O LL q rn v Q C C2 O C! � . m ci i� d '0 Ci O 2 Z V ZZcnt? F� -L- 0 11 10 �; K-� (45) 0 LL LL tin c c w rr w S w LL q 5!1 � . m ri U N LD ° ro S v m S Lr) v c v Ci o ro p ri v C p rN M E o `v S LL M i V1 M' M 11 Q 5 M CG CL CL m N 'D �� _ Q 'O U CO A. S LL N m C7 C C C m O O M17 v O ro O r0 C 4W a = v _ 1 N o W E J Q a z E E 0 u a` a` a` -L- 0 11 10 �; K-� (45) ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5242 Quail St 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. J Envelope insulation levels meet or exceed ENERGY STAR v313.1 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. nergyLogic ana yala, Inaly hi. ants. nr c. HERS Index Target Reference Home HERS 77 SAF (Size Adjustment Factor) 0.90 SAF Adjusted HERS Target 70 As Designed Home HERS 61 As Designed Home HERS w/o PV 61 Normalized, Modified End -Use Loads (M'Btu / year) ENERGY STAR As Designed Heating 40.3 32.4 Cooling 7.8 6.1 Water Heating 10.9 8.4 Lights and Appliances 31.5 24.9 Total 90;4 71.8 This home MEETS or EXCEEDS the energy efficiency requirements ' for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $iyr Type of Emissions Reduction Heating 116 Carbon Dioxide (CO2) - tons/yr 3.0 Coaling 20 Water Heating 31 Lights & Applicances 227 Generation Savings 0 Total 394 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 hi existe of mechanical systems may have been changed prior to calculating loads City of Wheat Ridge IECC 2012 Performance Compliance Property Remington Homes 5242 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 725 FB - Wheat Ridge - Remington Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $696 $134 $153 $983 $796 $0 $1,779 QnergyLogic anal Y.rs. Insl9 hi. ansvv�s. 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration --c by r, 7% SHGC 402.5 Area -weighted average fenestration U -Factor Mandatory Checklist 0 Q M'' 403.2.2 404 Duct Testing Lighting Equipment Efficiency 0 As Designed M M Design exceeds requirements for IECC 2012 Performance compliance by 5.7%. Name: Organization: Peter Oberhammer EnergyLogic $641 $132 $153 $927 $783 $0 $1,710 Signature: A 9Z./---- Date: Z.f------- Date: Aug 09, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1748 City of IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNEr Accredited IECC Rating Tool. Building Di`-''�'� Building Summary Property Organization Remington Homes EnergyLogtc 5242 Quail StPeter Oberhammer Inspection Status Wheat Ridge , CO 80033 Results are projected Yes Builtler 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Residence Type General Building Information Number Of Bedrooms 3 Number Of Floors 2 Conditioned Floor Area [sq. ft:] 3,320 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft] 32,139 Number Of Units 1 Residence Type Single family detached Model 725 FB - Wheat Ridge Community Wheat Ridge QnergyLogic ...1Y.fs. 1 -take, mns.nr�. a Basement Wail Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location Bsmt/Garage Un R-19 Draped Full 1 7 37.2 Exposed Exterior Conditioned Space BsmUGround Unfinis R-19 Draped Full 1 7 1248 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom _ ... ........ _..... ............. ...... _.._...... ........ ---- ------ R-19 Draped Full NIA NIA Yes 19 Grade Carpet R Exposed Surface Area Location interior Shell MasonryArea Location Bsmt UnInsulated 162 Below Grade 1.23 0 1,096.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Slab Complete] Underslab Insulation Perimeter Insulation Perimeter Insulation R R Type insulated. Width [ft] Depth [ft] Value Uninsulated Wood Frame /Other No 0 0 0 0 ' city Of Wheat Rid,(1- ,Ruildina Div's Building Summary Property Organisation Remington Homes EnergyLogic 5242 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 725 FB - Wheal Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Framed Floor Name Library Type Carpet R Floor Grade Surface Area nergyLogic o�¢IY�it,. Inriq bl. en��rrr. Location Interior Shell Location Cantilever 12" R50 16'°OC BF G1 1.23 Above Grade 12.0 sq. ft. Exposed Exterior Conditioned Space Exterior cant Garage 12" R50 16110C BF G1 1.23 Above Grade 429.7 sq ft. Unconditioned, attached Conditioned Space Exterior cant garage Framed Floor Library List Name R 12" R50 16"OC BF G1 46.08006 Exterior cant Rim Joist Name Library Type Surface Area Location Ambient R 19.0 223.5 sq. ft. Exposed Exterior Nor Shell Location Conditioned Space IGarage R 19;0 372 sq. ft. Unconditioned, attached garage Conditioned Space y Rim ,foist LibraryUs Name R R 190 — — 19 Name Library Typi Back 2x6 2x6 R23 16" OC Blown Fiberglass Front 2x6 2x6 R23 16" OC Blown Fiberglass Garage 2x6 2x6 R23 16" OC Blown Fiberglass Leif 2x6 2x6 R23 16" OC Blown Fiberglass Right 2x6 2x6 R23 16" OC Blown Fiberglass Wall Emittance Solar Surface Color Area Absorptance Interior Shell Location 0 0.9 0.75 Medium 761 5 sq. ft. Exposed Exterior Conditioned Space 0 0.9 0.75 Medium 529,0 sq. ft. Exposed Exterior Conditioned Space 0 0.9 0.75 Medium 334.5 sq. ft. Unconc attached 0 0.9 0.75 Medium 623 5 sq. ft. Exposed 0 09 075 Medium 521 5 sq. ft Exposed Space iditioned ,Space �� E Building Summary E)nergyLogic Property Organization Remington Homes EnergyLogic 5242 Quail St Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected 0.85 Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Exposed Conditione Wali Library List Name R� 2x6 R23 16" OC Blown 18.49835 Fiberglass - Glazing Name Library Wall Basemen,OverhancOverhancOverhang rype Assignme Wall Deptri Ft To Top Ft To Assignme Bottom Interior Interior Adjaoent AdjaaentOrientatic Winter Summer Winter Summer Shading Shading Shading Shading Surface Location Interior Area Shell Location Back 2x6 .30/.30 Back 2x6 0 0 0 0.85 0.7 1 1 East 235.5 sq. Exposed Conditione ft. Exterior Space Back bsmt .301 .30 Bsmt/Grou 0 0 0 0.85 0.7 1 1 East 40.0 sq. Exposed Conditione Unfinis rt. Exterior Space Front 2x6 .30 / .30 Front 2x6 0 0 0 0.85 0.7 1 1 West 123.8 sq. Exposed Condition ft. Exterior Space Left 2x6 .30/.30 Left 2x6 0 0 0 085 0.7 1 1 North 42.5 sq. Exposed Condition ft. Exterior Space Left bsmt .301.30 Bsmt/Grou 0 0 0 085 0.7 1 1 North 40.0 sq. Exposed Condition Unfinis ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 085 0.7 1 1 South 53.5 sq. Exposed Conditione ft. Exterior Space Glazing Library List Name 301 30 Shgc 03 Skylight None Present Skylight Library List None Present 3.33333 Building Summary QnergyLogic Property organization "noly 4l r. imly4l. ¢nxr rrs. Remington Homes EnergyLogic 5242 Quail St Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Results are projected 0% Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 0% Opaque Door Name Library Type Wall Basement Wall Emittance Solar Surface Color Surface Area Location Interior Shell Assignment Assignment Absorptance Location Front 2x6 R 6.6 no storm Front 2x6 0.9 0.75 Medium 24.0 sq it Exposed Conditioned Exterior Space Garage R 5 Garage Garage 2x6 Entry Opaque Door Library List Name R 5 Garage Entry R 6.6 no storm R 5 6.59979 09 0.75 Medtum 20.0 sq ft. Exposed Conditioned Exterior Space Roof Insulation Name Library Type Roof -Deck Clayy or Emittance Solar Surface Color Surface Area Location Interior Shell Area [sq. ft.] Concrete Rocf Absorptance Location Tiles flat R-50 BF 24"de 1,537 No 0.9 0.9 Dark 1.537.0 sq. ft. Attic Conditioned Space y Roof Insulation Library List Name Has Radiant Barrier R-50 BF 24"oc No 5068123 Conditioning Equipment Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load Air conditioner (3) 13SEER142STU 3.5 ton 0% 100% 0% Fuel -fired air 92 1 AFUE HOOK 100% 0% 0% distribution (1) Water Heating (2) w62 EF 176 RE 1509 0% 0% 100% of y Property Organization Remington Homes EnergyLogic 5242 Quail St Peter Oberhammer Wheat Ridge CO 80033 Inspection Status Builder Results are projected 725 F6 - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington iV Equipment Type: 13SEER(42BTU 3.5 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtulhl 42 ui merit Type: 92.1 AFUE 1100K _. Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92 1 AFUE Heating Capacity [kBtu/h] 92 Use default EAE No EAE [kWh] 878 Equipment Type: w62 EF 76 RE ! 50ig Fuel Type _-NaturalGas — Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 076 Whole House infiltration Infiltration 3 ACH at 50 Pa Measurement Type Blower -door tested Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per Feet!Minute] Exhaust Only 64 Lighting % Interior Efficient Lighting 100 % Exterior Efficient Lighting 0 Shelter Class 4 lay Fan Watts Runs once every three hours 24 15 yes % Garage 0 nergyLogic an ni}ats, tnsty Al. ana�nr a. Recovery Percent 0 Building Summary Property organization Remington Homes Energyr_ogic 5242 Quail St Peter Oberhammer Wheat Ridge CO 50033 Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Onsite Generation Onsite Generation Library List None Present Solar Generation yfiown None Present Solar Generation Library List NonePresent Inspection Status Results are projected nergyLogic an miT�Is, InsIp Nl.. mnfs�rr. C�yQf aPe 9 Property Organization Remington Hames EnergyLogic 5242 Quail St Peter Oherhammer Inspection Status Wheat Ridge . CO 80033 Resukis are projected Water Fixture Type Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Dlstribut on .System, F� Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 3320 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. ft.] 896.4 Return Duct Area [sq. ft.] 664 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFM @ 25Pa] 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 2 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 V ell ng Fans Ceiling Fan No m Per Watt 100 nergyLogic a nv".1., Ins lq q,. vn�y rr s. Water Pistrlbutionl Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 75 At Least R3 Pipe Insulation? No cit rty Water Recirculation System? No of Drain Water Heat Recovery? No UI/ heat Rl09e n'uildin� �rv'Son pF Property Remington Homes 5242 Quail St Wheat Ridge, CO 50033 725 1`8 - Wheat Ridge - Remington 725 FB - Wheat Ridge - Remington lothes Dryer Fuel Type Cef Field Utilization Clothes Washer Label Energy Rating Electric Rate Annual Gas Cost Gas Rate Capacity Imef Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Notes organization Fnergyt-ogic Peter Oberhammer Builder Remington Homes 2.61739 Timer Controls 487 kWh/Year $0-08/kWh $23.00 $0.69/Therm 3.2 0.80737 _Standard _ 0.67 Electric No No 500 kWh/Year Inspection Status Results are projected !1 nergyLogic ona�Ts�.. 4•sry Ai,. o•..•��.. City of Wheat Riofge Di!rssr,n August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 4, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D 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 8.5 feet of interlayered clay and sand and 24.5 feet of sandy gravel underlain by claystone bedrock to the maximum depth explored of 40 feet. Groundwater was encountered at a depth of 18.3 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 and cracking is acceptable. Further detail are described in following paragraphs. city't Wheat Ridge L U I I V u Jin D Soni 1971 West 1211 Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-8 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 swelled 0.4 percent when wetted. Based upon results of la- boratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations 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 investi- gation 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. 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 - 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 4, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 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 is taken. CTL THOMPSON, II City of Wheat Ridge REMINGTON HOMES QUAIL RIDGE ESTATES LOT 4, 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 Surcha a Representative Percent Swell* 1000 psf Surchar e 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 (vote: I he representative percent swell values presented are not necessarily measured values; rather, they area 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. Cit "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado -ocia- Y °f tion of Geotechnical Engineers, December 1996. ' Wheat Ridge REMINGTON HOMES Exh 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:\PROJECTSk47900\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. W heat Ridge REMINGTON HOMES Exh 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS447900\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. 9. 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. city of W heat Rt 01ge REMINGTON HOMES QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTSW7900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc `STRUCTURAL ENGINEERS nc. BY DATE 5 SUBJECT +tiAI I"�'� SHEET NO. OF CHECKED DATE — i _. —�'�-� �2S JOB No. I I - ' -4- if -- - - - ! i 1 ' i I ! —r-- .._....-tr ._ I , j —{— }- iL •- -- --- - - - -- I I i t I , III ! --i- r If i , i i •� i j I I i iV-4 i I I — -- i If I Ir— Ci 0 le I ' I I I I i �g STRUCTURAL ENGINEERS �n c. BY DATE S^ SUBJECT SHEET NO- OF CHECKED DATE `� f�i -72-(:T11174111 JOB NO. 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F., w .y c Uma o g = Y Y Li Y Y Y � CL m e arm m � U 3 c 2 �0m F.F. ii z -o -oo LL � N 2-0 -00 N U 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: kimmumEy