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5282 Quail Street
City of Wheat J ge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. F: 303.237.8929 November 1, 2018 Owner/Occupant 5282 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201702612 (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. 291h 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.cimheatridge.co.us City of W heat j _gc COMMUNITY DEVELOPMENT www.ci.wheatridge.co.0 s AQ O N n n~ m ro ro ron ro o a •o H ° m , w (D 00 w m ((] W n H K -, F°oN • w0 n y . cFt' .R frm,. 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M W ro r�� �.v O ro w o 0D Cl P) n 0 r a fT fD r O w " a r r m H Fi n O C w w w o I�V1 n r z b a o o a m r. !�py1 p n o F W o O w H rr mrt n 0• (D (D Mm M m n r n O o °� w a + n m r a O Ul x• rm r � h m p b. p a 00 . l d INSPECTION RECORD INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/inspection d INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Tyne Inspections will not be performed unless this card is posted on the project site. **Request an inspection before 11:59 p.m. (midnight) to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Pier f Concrete Encased Ground (CEG) J" � ' ? ., 1 ...s, -` w w -, Nat Foundation / P.E. Letter �-{ ,.�j �c' ffir-M iTJirlir/.W•1.7.1r.1.Y.IEWl=0@i7JV_"10I9.►v:-M I o M1 61;4§n I Ul IF. Underground/Slab Inspections Date Initial s or InnitialComments Electrical Sewer Service j Plumbing 11'.T_ M7..7T.17Y:T. VATJ _f-1 r Tr"I MyOrsTi 7 U-111501 i G1_\ Ole] 1(61Via &Ulm so [:"1G\ 0I0]11=-111 h7 f1=i�i91�J_I_�7 %-augh Inspections Date InspectorInitials Comments Wall Sheathirg �` •� __ Mid-Roof�'��-- t ath / WO Tie Ru +gh Electric' Rough PlumbinglGas Line • _ Rough Mechanical • 4'• _ Rough Framing _� G Rough Grading Insulation Drywall Screw / Nail i N Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. Inspections from these enti`.ies should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection [district for your project. ROW & Drainage / Public Works Dept. ' �c;-i Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing --- Final Mechanical Roof �• ,� 16-7 _ Final Window/Doors A Final Building , " �,y `�_ l Wm rs Zoo - NOTE: All items must be completed anh ap roved by klInning, 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 – mease oe sure gnat ruuyn 111t5Nccuv11s a1c wT11N U«u u ���u„� a, �•� . ., y by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge Single Family - New PERMIT - 201702612 PERMIT NO: 201702612 ISSUED: 07/24/2017 JOB ADDRESS: 5282 Quail ST EXPIRES: 07/24/2018 JOB DESCRIPTION: New Single Family detached with 3 car garage, unfinished basement, 3 bedroom, 3 bath; unfinished basement - 837 sq ft; main floor 1,090 sq ft; 2nd floor - 960 sq ft; garage - 663 sq ft; front porch - 135 sq ft; rear patio - 150 sq ft; 3,835 total sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA i Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 i *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 249,762.50 FEES Total Valuation 0.00 Plan Review Fee 1,364.71 Use Tax 5,245.01 Permit Fee 2,099.55 Engin. Review Fee 150.00 ** TOTAL ** 8,859.27 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to 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 parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. 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. ack- low Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB420749 Test Date/ Time: 4/4/2018 2:21:29 PM Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Meter #: Service Location: QUAIL RIDGE O Q Facility Address: 5282 QUAIL ST City: WHEATRIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDIE WADSWORTH BLVD v City/State/Zip ARVADA CO 80002 c p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvne Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB El Air Gap ❑Domestic El Containment ❑Horizontal � Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' E ®New ❑Existing ❑ Glycol ® Isolation ❑ Vertical Down El' Q Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE SOUTH SIDE OF BLDG Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.4 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑Tight ❑ Tight Relief Valve (RP) c Buffer 06 (RP) 2.2 OPENED FULLY W Air Inlet W (PVB) Shutoff Valve #1: XTi ht ❑Leakin ❑Re laced Shutoff Valve #2: ><Ti ht ❑Leakin ❑Re laced Back Pressure: :]yes ®No Test Procedure: )(ABPA: USC 10th Edition ❑ASSE: Comments: DID NOT WINTFRIZF ASSY o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 w Contacted By: Q Z 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. L Testing Company: Backflow Consulting Testing & Repair, Inc °J Tester Name: Nick Roman Phone: (303) 537-0126 a� F - Signature: Certificate Expiration Date: 1/16/2019 x co - %0 Ln 0 C) N o M >, CL o -Z, c)) 0 m (1) -14 m w U.J 44 m 4-J 0 CL UJ (1) (1) cr- E 0 iDi Q) 0 8 t Si 4 X610. C14 N CN CA Ln Ln V r: LU UJ at < V) M dlm , -:C) T • > N E O U.) a) to OA ro 4t; u w D Y0 0 tn �Y E!n u In C 6 O 0 a CL M m M— 0 Ln u m0 a— Ln >1 4., 0 c 'Z 6 > (Li 40 40 O >10 00 m .30 >100 41 c T- U -r I Ln 0 cO uj C: -v U O)o LU LU E C C'4 Ln -d 44, 40 N ro C 0) -C 0, LL w E 0CL OD QG < m t m co fn > co 41 41 m 0 imp Q' OM9 E Z ,b &Z -D c < UJ Ln o o m ,Ad1 J. LA>' z V) co 4� F, Sm I-' r� 0 0 m C: ui c ui r14 r- uj L" cc M 0 =a- m 0 o =CL O N 0 r-, r- 0 0 V r� rq A/), V? CII 0 Vr in co in IQ r: 4^ e.1 tU 8 t C14 N CN CA Ln Ln a r: LU UJ at < V) M dlm , -:C) T N E O U.) 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LA>' 0 0 0 0 = 0 — pro O c f0 0 a) o 0 0 LL 'o C r= 0 I I LOOM rE E ENERGY STAR@ CERTIFIED NEW HOME Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater I'D (RTIN): 8664221 Home Address 5282 Quail St Rating Date: 03/26/2018 Wheat Ridge, CID Version: 3.0 • r • r / r 1 � • Thermal Enclosure System A complete thermal enclosure system that includes {Nater Management System A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations, and high -performing windows to deliver improved ❑. comfort and lower utility bills Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1175 CFM50 (2.2 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U -Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and , System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high -)quality performance, optimal performance. ENERGY STAR Qualified Lighting' 100% Total Duct Leakage: Duct Leakage to Outdoors - 83 CF1i Rough -In, with Air 83 CFM25 ENERGY STAR Qualified Appliances and Fans, Handler Refrigerators:0 Dishwa5hers:1 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: 1 Furnace • Natural Gas • 92.1 A FUE Primary Water Heater (System Type - Fuel Type • Efficiency). Primary Cooling (System Type • Fuel Type • Efficiency): Water Heater • Natural Gas • 0.69 Energy Factor Air Conditioner- Electric • 13 SEER tl This vides a he thttrmajor Y otherconstruction featuresthat contribute to this home eamm the NFrCSAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing perfomwd by a trained professional. The Home Energy Rating System is a nationally�recognaocl Home Home Homes uniform measurement of the energy efficiency of homes. S-111 its in! Note that when a home contains multiple performance levels for a particular feature (ec_ window efficiency or insulation levels), the predominant value is shown. Also, homes may be -1, e o certified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly pa less o e e r4or• selected from a set of homes for representative inspections and tasting.. In such cases, the 1 Energy Energy features found in each home within the set are intended to meet or exceed the valires prasentad on this certificate. The actual values for your home may differ, but offer equivalent or better liar perfommanm This cenlficate Was phnted using Ekotrope'- (VM ion 2.2.4.1 ap1). This Nome o:ou rrsarm learn more at www.energirstar.govfhomefeatures IECC 2012 Performance Compliance (DnergyLagic Property Organization Remington Homes EnergyLogic 5282 Quail St 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 03/26/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Registered (Confirmed) 5282 Quail St Remington Homes Remington Homes Annual Energy Cost Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total IECC 2012 As Designed Performance $655 $524 $133 $120 $135 $135 $924 $779 $743 $731 $0 $0 $1,667 $1,510 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 15.6% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist P-3 Design exceeds requirements for IECC 2012 Performance compliance by 15.6%. Name: Organization: Mark Lane EnergyLogic Signature:( 41 Date: Mar 26, 2018 Ekotrope RATER - Version 2.2.4.1891 IECC 2012 Performance compliance results calculated using Ekotrope's energy algodihm, which is a RESNET Accredited HERS Ratinq Tool *W off'+ co 0 cn go am 19 COM C43: LO co ro C 0 N M O C14 0) U- >1 r UJ CL c UJ LL < W (j) (D C7 c O C? NU) c 20:' wCJ LO d- LO fY l0 l6 (N C14 01a. Q) 0 M U- 0 LL 0 c o 10r_ 'FD a 0- 0 0E M U " , =3 U) co co LL o CL tii u M tMc tM tM c) CL 0 cm 4) c c :2 C76 Ile -W 0 cu 0 0 F; 01 U 0 he he M 41 r- 0 CL 2 E- Lo RE 'aC')' as M o 4" o U < E TZ M,M E Lo c o o° L? a) 0 LL 0 3= o M 07 0 Ln M C� r- .0 u E < 6- q) C CD 6. .0 t3 o 0, 0 -= 0 a -0 2 r- r M .0 tM L-w 0 d) E LE 0 0 U. 0 0c > 0 .0 U - CL U) co ro C 0 N M IECC 2012 Label 5282 Quail St HERSO Index Score: 58 Building Envelope Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1175 CFM50 (2.2 ACH50) Duct Insulation: R-13.5 Duct Leakage: 83 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0.310 Door: R-7 Mechanical Equipment Specs Heating: Furnace • Natural Gas - 92.1 AFUE Cooling: Air Conditioner • Electric • 13 SEER Hot Water: Water Heater • Natural Gas • 0.69 Energy Factor Builder or Design Professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) QnergyLagic Property Organization '' Remington Homes EnergyLogic 5282 Quail St 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 03/26/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Registered (Confirmed) 5282 Quail St Remington Homes Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 33.1 29.8 Cooling 4.4 5.6 Total 37.5 35.4 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 59.6 39.9 Cooling 7.9 7.9 Total 67.5 47.8 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 83.0 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 STARCR 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: Mark Lane Signature: �" 4 A". - Organization: EnergyLogic Date: Mar 26, 2018 Ekotrope RATER -Version 2.2.4.1891 This information does not consfitute a warranty or guarantee of home enercfy Performance Air Leakage Report Property Remington Homes 5282 Quail St Wheat Ridge, CO 80033 Reports 5282 Quail St Remington Homes nergyLogic Organization EnergyLogic 719-243-5147 Inspection Status Mark Lane 03/26/2018 Rater ID (RTIN): 8664221 Builder RESNET Registered (Confirmed) Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1175 ACH50 (Calculated) 2.2 ELA [sq. in.] (Calculated) 64.6 CFM50 (Calculated) 1175 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 83.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.5 Leakage to Outdoors [CFM25 / CFA] 0.025 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 83.0 Total Leakage [CFM25 / 100 s,f.] 2.5 Total Leakage (CFM25 / CFA] 0.025 Mechanical Ventilation Rate [CFM] 64.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 64.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 61.5 Ekotrope RATER - Version 2.2.4.1891 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure a.a° For home(s) located at: 5282 Quail Sty Wheat Ridge, CO age.0Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page. - 0 1. 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 02. 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 ED. Training for sales or construction personnel D E. Other(specify) 3. The Rater of the Rater's employee is: EJA. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home E4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): I Installed in this home by Rater DEmployer Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer OR is in the business of Rater Employer Rater Employer Rater DEmployer Rater Employer Rater Employer Rater DEmployer 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 #: 8664221 Name: Mark Lane Signature: 4_ - Organization: EnergyLogic Date: Mar 26, 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/RESNET_Mortgage_Industry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 Date: 03/30/2018 5282 Quail St Wheat Ridge, CO 80033 Lot/Block: Supervisor: Jim Cessna Permit Number: Subdivision: Quail Ridge Plan Name: 725 Prepared by: energyLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: e Energy Star (Version 8)(✓) • IECC 2012(✓) • 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 ,40 IECC and Energy Star Air Sealing ,V Insulation Inspection @ Final v HVAC Inspections Ventilation Systems Water Heaters Mechanical Systems Room by Room Air Pressure Balancing Vo 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. Prepared for: %Zernu,,n— DASH Remington Homes 5282 Quail St Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: Sump pump covers mechanically attached with full gasket seal or equivalent. Result: 0 3/30/2018 w 3/26/2018 .. 'A Completely seal sump pit cover Completely seal sump pit cover ESO - 4.1 RFC Esv3wm - 1.7 Collect, Store and Verify HVAC Contractor Checklists and/or Design ESO - 4.1 RDRC Reports Result: A ** 3/30/2018 Mechanical System #1 X 3/26/2018 __ Mechanical System #1 Nice Work --Items corrected on re -inspection Submit HVAC Design Report Window area used in HVAC design loads is between 0-60 square feet ESO -4.2.4 RDRC larger than home to be certified Result: 3/30/2018 Mechanical System #1 EL measured 500 sf HVAC 476 sf Date 3/26/2018 Mechanical System #1 EL measured 500 sf Passed Prepared By: Mark Lane := Builder Sign Off - Builder will correct item without re -inspection 719-243-5147 • mark.lane@nrglogic.com Failed EnergyLogic, Inc - www.nrglogic.com (970) 556-0839 �.* `, Failed - Builder must submit photo of correction in lieu of re -inspection PO Box N Berthoud, CO 80513 Date: 3/30/2018 5282 Quail St Wheat Ridge, CO 80033 Lot/Block: Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 725 Prepared by: nergLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: • Energy Star (Version 8)(v) • IECC 2012(✓) • Xcel New Homes(v) EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Thank you for using EnergyLogic, Inc for your home inspections. -0` " .. 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 Target Measured R- Value 1175 2012 IECC 1574 CFM50 N/A CFM50 0.00 2x6 Walls N/A CFM/SF inch 3.00 ACH50 2.24 ACH50 0.00 nACH 0.00 nACH N/A N/A N/A N/A N/A N/A BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 2x6 Walls 23 inch Insulated Sheathing N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Common wall to garage 23 inch Party Wall N/A Framed Basement Walkout/Garden Wall N/A Knee Wall N/A Skylight Shaft Wall N/A Box Sill Closed Cell Foam R-6.5/in+ Batt 26 Rim Joist Closed Cell Foam R-6.5/in+ Batt 26 Floor Systems Insulation Type R- Value B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Floor System Over Garage 50 inch Cantilever N/A Adiabatic N/A Crawl Ceiling N/A Ceiling Insulation Type R- Value Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Blown Attic Card 50 Vaulted Ceiling B3 - FIBERGLASS BATT 50 Batted Ceiling B3 - FIBERGLASS BATT 50 Cathedralized Attic/Roof Deck N/A Foundation Insulation Type R- Value Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl 19 Framed Foundation Wall N/A Conditioned Crawl Space Wall B4 - Fiberglass Blanket Vinyl 19 Slab Edge N/A Under Slab N/A BUILDING SHELLIWINDOWS Window Type U Value SHGC Above Grade Windows 1- Dbl Vinyl Low -E 30 31 Foundation Windows 1- Dbl Vinyl Low -E 34 31 WHOLE HOUSE MECH VENTILATION Target Measured Flow Volume 62 CFM to CFM N/A MECHANICAL SYSTEM #1 Furnace - Condtioied Area Ducts Target Measured Total System Leakage at Final (CFM@25) N/A N/A Final Leakage to Outside (LTO) 126 CFM 83 CFM MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 3/30/2018 INSPECTION RESULTS: Fr, SIGN O P,t x Builder Sign -off Items Include: • Sump pump covers mechanically attached with full gasket seal or equivalent. • Window area used in HVAC design loads is between 0-60 square feet larger than home to be certified - Mech System #1 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 A City of KCommuNiTy Wheat�idge DEVELOPMENT Landscaping Escrow Agreement This agreement made this 29th day of March 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 5282 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: cn. Signature 39} Business Address J hone ADQA � — IUMIJ Date Title City of Wheat Ridge, Colorado By: Title: Date: --F — Z-`1—/8' e i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L�/;.? f f= c x&511-ewL yo7%lu,.,L Job Address: 96T9 (-3a0t ) Permit Number: :_-20170_2612 ❑ No one available for inspection: Time ' C .AM/PM Re -Inspection required: Yes r No�1 When corrections have been made, call for re -inspection at 303-234-5933 Date:3 .,229, 1? Inspector: ,L'Al DO NOT REMOVE THIS NOTICE S_ i CITY OF WHEAT RIDGE �P�'(303) Building Inspection Division(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Lj o9 — 12, Job Address: S (7�), a 1 4 v� '_74. Permit Number: ❑ No one available for inspection: Time 9 f,a 'Z A-0 PM Re -Inspection required: Yes ' N When corrections have been made, call for re -inspection at 303-234-5933 Date• I Inspector D DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1�9�Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3 DO S r y t4,�O_�� Job Address: ��� .{� Permit Number: - o/ 7 p 3 6 I� ❑ No one available for inspection: Time B Re -Inspection required: Yes (`No 11 When corrections have been made, call for re -inspection at 303-234-5933 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:, Job Address:s�84� ta�Gt I 1 _St— Permit Number: :20/ 7V X61 ----4 ❑ No one available for inspection: Time % AM% M Re -Inspection required: Yes (No When corrections have been made, call for re -inspection at 303-234-5933 Date: /' �' �� Inspector: �1 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: 20/ f - A Job Address: 0aar Permit Number: 12� / o;� Ll No one available for inspection: Time �_'I AM PM Re -Inspection required: YesNo per' When corrections have been made, call for re -inspection at 303 -234 - Date: -/- 03 -234 -Date:/- q- 47 -Inspector: !�%✓ a� � �' -- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (0 'U!" 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: :>6- / c ❑ 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:-/' 67 ' IrF 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: �L F - h Job Address: 01ta 1, ) Permit Number: 0/%G9 cawl%; Ll No one available for inspection: Time��)>AM/PM Re -Inspection required: Yes (No �._. When corrections have been made, call for re -inspection at 303-234-5933 Date: �� Inspector: ` G 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:' Job Address: Q6to, Permit Number: 00/ %O _X / _�. ❑ No one available for inspection:_ Time Re -Inspection required: Yes No� When corrections have been made, call for re -inspection at 303-234-5933 j Date:-/' g %rte Inspector:%/~ t - DO NOT REMOVE THIS NOTICE ® r b 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: qua f Permit Number: O/%D 3G/'P ❑ No one available for inspection: Time j: .SWAM Re -Inspection required: Yes (�No When corrections have been made, call for re -inspection at 303-234-5933 Date: ,� /' 67' Inspector: , ),nz f— 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: M t 0 f_ Job Address: 157,C0,121- Permit 57;`0121-Permit Number: So 1-1 ❑ No one available for inspection: TimeM PM Re -Inspection required: Yes No When corrections have been made, call fore -inspection at 303-234-5933 ') , Date: IZ 2D , Inspector: tk,,A 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: M L1�5 Job Address: 5Sf_)`Z- Permit Number: 110 1 -7 02 -LP 12- ❑ No one available for inspection: Time `) AM/( Re-Inspection required: Yes allo When corrections have been made, call for re -inspection at 303-234-5933 p Date: i` 2� �� Ins ector:Vyr,,qf )C_�',_ DO NOT REMOVE THIS NOTICE CITY OF WHEAT` Building Inspectior a (303) 234-5933 inspe��D(a� (303) 235-2855 Office • (303���jV�slo h INSPECTION NC.%�_19929 C X InSpection Type: Job Address: Permit Number: ❑ No one available for inspection: Time Re -Inspection required: Yeso1) When Corrections have been made, call for re -ins e�V'M Idectio Date: / �7 Inspector: \�; nat3 DO NOT REMOVE TH/S, - Tj�e City of lhe�t�e Co, ii' DFV19,LOPME �T City of 'Wheat Ridge Municipal Building 7500 W. 29``' Ave. Wheat Ridge, CO 80033-8001 P: 303135.2846 F: 303 235 2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction�1-301 11 DATE: 1 7 PERMIT# ADDRESS: 52 2 OL/41L `gid l L�7 ely LOT , BLOCK 1'1� 4nb'-C IfSih7ES SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been determined to be: FR0N7: '- REAR: SIDE: SIDE: b The MINIMUM ELEVATION has been determined to be. 5 (NAVD88). The above measurements 7op been determined on the following location: Check only one): of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setback and elevation measurement locations are identified on the attached exhibit. QO t1 Signed �`� • CF PrintDate %' 0 -sional Surveyor tpproveC by: � l AFOR OFFICE USE ON Inspec:vr Date (Surveyor's Seat) Ri ' 1.2'0'6 L Lange Lond IMPROVEMENT LOCATION CERTIFICATE vJ c� (hJ Surveys (FOUNDATION ONLY) 5511 WEST 567H AVENUE, SUITE 240 ' ARVADA, CO 80002 .0 P:(720) 242-9732 F:(720) 242-9654 I wl 0 �I 'n �I LOT 9 �- BLOCK 1 � ( ^11 K n M N N00'15'16"W 60.00' 10' UE&DE jff� LOT 8 BLOCK 1 #5282 (UNDER CONSTRUCTION) TGB=56.5 5.5 O a W IW ME 17.5' p1.51 LOT 7 BLOCK 1 I 10' UE&DE W I. BOW ' s bsTeie a = N00 f 6 28"W� 60.00', ' s' O TBC QUAIL STREET EOA LEGAL DESCRIPTION LOT 8, BLOCK 1, 0 10 20 QUAIL RIDGE ESTATES RESUBDIVISION, CITY OF WHEAT RIDGE. SCALE: 1"=20' COUNTY OF JEFFERSON. STATE OF COLORADO. NOTES 1. 1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR REMINGTON HOMES, THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE BUILDING OR OTHER FUTURE IMPROVEMENT LINES. THIS CERTIFICATE IS VALID FOR USE ONLY BY REMINGTON HOMES AND DESCRIBES THE PARCEL'S APPEARANCE ON AUGUST 29, 2017. 2. 1 FURTHER CERTIFY THATTHE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS JONATHAN R. LANGE DATE, AUGUST 29, 2017, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE COLORADO REGISTERED BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS PLS # 37908, FOR AND UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT ON BEHALF OF LANGE AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE OR SIGN OF ANY EASEMENT LAND SURVEYS, LLC CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. JCB NUMBER: 1211-90 LEGEND R=PROPERTY LINE BOW=BACK OF WALK TBC -TOP BACK OF CURB FL=FLOW UNE EDA=EDGE OF ASPHALT TGB=TOP OF GRADE BEAM UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK D =CONCRETE. =FOUND #5 REBAR WITH PLASTIC CAP PLS NO. 36561 O =FOUND NAIL & DISK OFFSET SHOWN PLS NO. ILLEGIBLE ®=WATER SERVICE S =SANITARY SEWER T SERVICE 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: .52- U y�✓ L S Permit Number: 2 0/'% t5 Z 6_/Z U No one available for inspection: Time f AM/PM Re -Inspection required: Yes tNo/ When corrections have been made, callfor re -rt p` ction at 303-234-5933 -7 % Date: 0- r�� Inspector: �� 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: qtx1ff3-312- Job Address:2. ,A �L Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required When corrections have been Date: C1 . , f li Yes- tai es tai ,, call for re -ins p ectio n at 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: Permit Number: /f i r, I k it ❑ No one available for inspection: Time,, AM/PM Re -Inspection required: Yes , No f When corrections have been made, call for re -inspection at 303-234-5933 Date: r�' Inspector: DO NOT REMOVE THIS NOTICE �J s r k it ❑ No one available for inspection: Time,, AM/PM Re -Inspection required: Yes , No f When corrections have been made, call for re -inspection at 303-234-5933 Date: r�' Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _:��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE _ Inspection Type: d Job Address: Permit Number: '�_0/ C) Z 6 1 1 ❑ No one available for inspection: TimeUQ M/PM Re -Inspection required: Yes No. When corrections have been made, call for re-inspooti©n at 303-234-5933 Date: "_ V � Inspector: .f DO NOT REMOVE=THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (30.3) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �� v Job Address: Fl ud4-r I S % Permit Number: D/ Z 6 / ❑ No one available for inspection: Time C.�?� AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inso, on at 303-234-5933 Date: -t Inspector: , City of Wheat Ridge Single Family - New PERMIT - 201702612 PERMIT NO: 201702612 ISSUED: 07/24/2017 JOB ADDRESS: 5282 Quail ST EXPIRES: 07/24/2018 JOB DESCRIPTION: New Single Family detached with 3 car garage, unfinished basement, 3 bedroom, 3 bath; unfinished basement - 837 sq ft; main floor 1,090 sq ft; 2nd floor - 960 sq ft; garage - 663 sq ft; front porch - 135 sq ft; rear patio - 150 sq ft; 3,835 total sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 249,762.50 FEES Total Valuation 0.00 Plan Review Fee 1,364.71 �. Use Tax 5,245.01 Permit Fee 2,099.55 --- Engin. Review Fee 150.00 ** TOTAL ** 8,8.59.27 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to 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 parking and driving areas shall be in conformance with Section 26-501 of the Zoning and Development Code. 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. City of Wheat Ridge 4� Single Family -New PERMIT - 201702612 PERMIT NO: 201702612 ISSUED: 07/24/2017 JOB ADDRESS: 5282 Quail ST EXPIRES: 07/24/2018 JOB DESCRIPTION: New Single Family detached with 3 car garage, unfinished basement, 3 bedroom, 3 bath; unfinished basement - 837 sq ft; main floor 1,090 sq ft; 2nd floor - 960 sq ft; garage - 663 sq ft; front porch - 135 sq ft; rear patio - 150 sq ft; 3,835 total sq ft 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 tie 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 ermtt. I further attest that I am le ally authorized to include all entities named within this document as parties to the work -to be per ed and that all wo to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. LIME� "J �2 PEM tur�of OWNER or CONTRACTOR (Circle one) Date This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 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. 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 andprocedures 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. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 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. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. ��1"•"-` 1 Q�.r.. 4 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of 1 COMMUNJ Y DEVELOP111: Building & inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFIC USV ONLY ®ate: Plan/Permit # Plan Review Fee: 4,1 Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not b-piocessed e Property Address: Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: Arch itect/Engineer: �� % aFcL _-niz-f-o- . Tn Architect/Engineer E-mail: s i e.a C, A'�4i- C� �( L:ef i hone: Contractor: Contractors City License MI (!0 ()(?_71� Phone: Contractor E-mail Address: Sub Contractors: Electrical: {3QL) _ �e �� Plumbing: �;1� ��bj()C Mechanical: S A C, C) �U i I I15 W.R. City License # �5 W.R. City License # C�1�1 J W.R. City License # $OD 5 ( o 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 ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. �,, fiCilt � 1 � ) t 1 y bk-1�0t0)� tO� X11 � �e T�,nR m 1 DqC 5c, ro-1- I j Sri �i Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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 PRINT NAME: I i 1 UC,'Q I N 1 LY, t f 1-) SIGNATURE: DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: TE: l_v OCCUPANCY CLASSIFICATION: PUBLIC WORKS COMMENTS: l\ p1goc.-r pLY,p VR -4#4 4?OWN1---F0(%(S Al -rA5r%/��'�T%OIC 5d W ON 77kE Reviewer: N\vni P.-.En-LlNpo ra-r PLAN 7r PArA5z�- AL:�IArOAI - PRSP��7�Fs M 0/26`1? O,le-• 57b2kiWATr--P- F()tilor-F- ,. PROOF OF SUBMISSION FORMS 2) A 0*2A,01tZ' COPnr-JCA7-1CV 1,E772W- 514AI-L h -C- PfiiQO- P¢dOP- - o e --o. 7'O &Nsu FPvFr--A .5 /7r— (5g4pmlc j - Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: City of Whteat �id�ge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DMSION 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: -fi=Ddclt Project Address: Name of Firm/ Individual submitting documents: t MALD Project Type/ Description: 7) Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I / //` LVL -"1 m a duly authorized representative of the agency indi ted 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 Rdge Water District o Consolidated Mutual Water District alley Water District o Denver Water Agency Notes: Sign at ure// - �(Ag�encyRepresentative) o Wheat Rdge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Date: City of SINGLE FAMILY/DUPLEX -,� wheat ` � e BUILDING PERMIT AP Ptahttc WORKS PLICATION REVIEW Date: Location: ST ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a NF _ 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 �i6- refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes No Completed b. curb & gutter: Yes No Completed c. d. sidewalk: Yes Other (specify): Yes No Completed No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. —y-1 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. 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. V i,,L��� k&t , 1012BIf7 Signature Mark Van Nattan Date 5. jJI 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 • • • i >,,.-�+moi., &IIj�52ii�'4f2,.X-�:."illli��.�rr I • 9�9ag 78 PW 6QAAAA6A1Z!& 4q � / IVgo C2: lOdo Irl S Tt�iALJ. 7. 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 ASA RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. d) Rev 04/2016 City of 6 at 1Oge 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 WORDS DEVELOPMENT REVIEW FEES Date: & /28 A7 Location of Construction: 5282 Q(Id1L T Purpose of Construction: 51WS1 _ E P_ tit a y p��/ /Nh Single Family _ 1z Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ........................... ......... $50.00 CommerciaUMulti-Family Review Fees: ® 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 1" and 2nd submittals): .......................... $500.00 ® Trip Generation Study Review Fee: .................................................. $200.00 ® O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi -Family 1 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: e Resubmittal Fees: 3rd submittal (% initial review fee): ................................... ................ $300.00 $ 4`h submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 g (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): pp 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. tiN w vN xi_rx licaeridge.co.us Rev 12/12 PUfit IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: - / ADDRESS:.. S2S2 Q L1L1 /L �T 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 wwtiv.ci.wheatridge. co. u s Rev 2/08 Rev. 04/17 Ouail Ridge Estates — Plan Review Worksheet Address: Z Pub Quail Ridge Estates Subdivision, Lot #: / Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DeUD 1- landscaping) •DOUD2- j -setbacks) Lot Size: 5 sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage Accessory Building Coverage (not to exceed 600 sq. ft.) 3 �-(/ ;'. sq. ft. 0 �) �W sq. ft. 6 G, sq. ft. Main Building Setbacks Required Provided Front 20' Interior Side 5' 55� Side on street 10' V3 <-�- Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' u Side (if under 8' tall) E� Rear (8'-15' tall) 5' Ul C( 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% 3 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 ❑ Oe sc1i 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. 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 >MF,, .r• ,-�� 4� THIS DEED, Made this February � 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: Name: Robert R. Short Title: President State of Colorado ) f County of 1 �J �1 �� )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: ✓`� _ , � _I'l JANET S JACKSON NOTARY PUBLIC STATI OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Noto ry,Public Page 2 of 3 PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 .N After recording, return to: Otten Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. 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, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NCS— '155�p0Y-cn 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) "Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 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 Securitv. 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) sums 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. Condernnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other tatting of the Property, or part ]353913 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 invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, I 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 00/1.00 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 ("Dry Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero, To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility- Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. (Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HO Colorado cor)oratil By:_ Nam( Title: STATE OF COLORADO § COUNTY OF� OF COLORADO, INC., a The forpgoing, instrument was acknowledged before me this 26th day of February, 2016, by t`lQS,QS P('E4L�P of REMINGTON HOMES OF COLORADO, 114C., a Colorado corporation, on behalf of said corporation. Witness my hand and official seal. ENotary N I 'sUCHA M4 My commission taryfiublk expires: of Colorado 0 20004037046 n Expires Sep 23, 2017 Notary Public 9 1353913.2 MiTek Re: 725A PC GL 725A PC ave S� 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: 850925725 thru R50925777 My license renewal date for the state of Colorado is October 31, 2017. ���,p,DO•UCF2s G� ' p •SOpAv •'• �O ;U G�• PE -44018 'Q •• •: 4Q Ong, Choo Soon . 41 City of �Wheat dge MUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance 22AA, J, , 7 b 2 Plan xa finer Date �n ValidRv at permitTAW issuance ofo permit or aPProvol of plans specificaAons pmt computations shall not be o permit for, at an approval of. any violation to any of the provisions of the building code or of any City ordinances. Permits Presuming to give authority to violate of cancel the provisions of the Buildkv codes or other ordinances of the City shall not be valid. June 23,2017 IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Truss Connector Total List Manuf Product Qty USP HUS26 16 USP JUS24 1 USP MSH29 2 USP THDH26-2 1 Simpson TJC37 4 USP HTW20` 6 USP RT7" 200 Job Truss Truss Type _F Qty Ply -PC- C 725A.PC_GL Al GABLE T(psf) CILL 30.0 SPACING- 850925725 FJ725'A CSI. DEFL. in 1 1 L/d Aloin. 1—h- Cn f`nm,..o.,.e r•a., rn annoo 1.15 TC 0.67 Vert(LL) eference o Bonet 6xf 6.11 U s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:06 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-kOFPJuiD sl34V9BHX3a5yi1GEo0w8EzaP2BLmz3hyd f-0-0 6-9-4 I 13-3-0 19-0-0 26-1-8 i -ad 6-9-4 6-512 5-9-0 7-1-8 46 = Scale = 1:75.5 14 13 12 11 10 3x4 II 4x6 = 9 6.00 12 3x4 6x12 6-9-4 5-2-4 7 -n- o LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 TOP CHORD BOT CHORD 2x4 SPF No.2 T(psf) CILL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.09 8-9 >999 360 TCDL 70.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 8-9 >746 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.01 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF N0.2 *Except* BOT CHORD 3-13,5-8,2-14,2-13: 2x4 HF Stud, 6-7: 2x6 SPF 165OF 1.5E WEBS OTHERS 2x4 HF Stud *Except* 15-16,17-18,19-20,33-35: 2x4 SPF No.2 REACTIONS. All bearings 11-11-8 except (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=-304/253,11-12=-304/253,10-11=-304/253, 9-10=-304/253, 8-9=-35/428 WEBS 3-9=-434/254, 4-9=-856/0, 5-9=-792/206, 5-8=0/461, 2-13=-418/259 PLATES GRIP MT20 185/144 Weight: 235 Ib FT = 20% Structural wood sheathing directly applied or 5-11-9 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-9, 4-9, 5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) 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=lb) 9=166, 12=197. Llc SOON'Oti O U {,7 PE -44018 JU.ne 23,2017 ,& WARNING - 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® connectors. This design is based only upon parameters shown, and is for an individual building component, not he I-.i..'r a truss system. Before use, the building designer must verifythe applicability of design parameters and properly incorporate this design into the overall at r1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi ,. . ,/I�,v �s fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Gre rlbaCk`L`�r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,., Job Truss Truss Type Qty Ply725A PC LOATCLL f) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 850925726 725A,�PC_GL A2 Roof Special 6 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.36 8-9 >853 240 ob Refere ce (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:06 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-kOFPJuiD_sl34V9BHX3a5yi?QEj Ww4gzaP2BLmz3hyd -1-0- 6-9-4 13-3-0 19-0-0 26-1-8 -0-0 6-5-12 5-9-0 7-1-8 Bxi 5x6 Q 115x6 II 10 9 6x12 6.00 12 3x6 Scale = 1:70.9 4x6 = 6 -9 - 1114 -D -D 26-1-8 64 -g-4 - -4 7-0.8 7-1-8 Plate Offsets (X.Y)— 1570-1-8.0-2-01, [6:0-5-12.0-1-81, [7:0-0-12 0-1-81 [8:0-4-0.0-3-151, [9.0-6-8 Edge] LOATCLL f) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.15 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.36 8-9 >853 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.26 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 8-9 >999 240 Weight: 135 Ib 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 1650F 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 guide. 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=-205/736, 5-9=-1765/267,5-8=0/1810, 2-10=-3/659, 6-8=0/1602 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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% POO LIC 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� F O 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 �� •������'••� S00/,1 ••sF0 will between the bottom chord and any other members. U2•� 7) Refer to girder(s) for truss to truss connections. Z� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 11=168, 7=141. PE -44018 1 • �� FssON .lunp 93 81117 � 1 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1.7473 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 t/IrB-, t-� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t i�Ci r� 1,.d�7 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. yf `t e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback tra ;;,7j Qj VIC Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 �'a .. Job Truss Truss Type Qty Ply 725A PC PLATES GRIP MT20 185/144 Weight: 134 lb 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 - 3) Unbalanced snow loads have been considered for this design. R50925727 725A PC_GL A3 Roof Special 7 1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 1 Row at midpt 3-10,5-10 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:07 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-C bon WEjrIA9wifj OrEapdAF9ae2hfcN6p3nktCz3hyc -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 = 12 3x4 11 11 16 10 17 18 9 2x4 11 8 4x6 = 5x10 = 5x8 = 2 Scale = 1:71.4 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 0.89 BC 0.72 WB 0.49 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.21 9-10 >999 360 -0.54 9-10 >573 240 0.04 8 n/a n/a 0.03 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 134 lb 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 - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF 165OF 1.5E 'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-7: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 1 Row at midpt 3-10,5-10 WEBS 2x4 HF Stud "Except" MiTek recommends that Stabilizers and required cross bracing 4018 1 3-10,4-10,5-10: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1290/Mechanical, 12=1385/0-5-8 Max Horz 12=389(LC 7) Max Uplift 8=-147(LC 11), 12=-168(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1536/196, 3-4=-1163/276, 4-5=-1157/283, 5-6=-1201/160, 6-7=-1038/107, 2-12=-1331/197, 7-8=-1315/122 BOT CHORD 11-12=-374/444, 10-11=-210/1264, 9-10=-126/1016 WEBS 3-10=-561/294, 4-10=-140/698, 5-10=-455/280, 5-9=-279/117, 6-9=-529/68, 2-11=-22/964, 7-9=-75/1297 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and fight 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 20.Opsf the bottom in LIC F of on chord all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the ••'••• q will bottom chord and an other members, with BCDL = 10.0 sf. 7) Refer to for truss to truss connections. p ON •'. klQ r'P girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 02108=147,12=168. 4018 1 June 2:2017 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * Y� 1 1 t j � -3a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall NIF building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. suite 109 - Jab Truss Truss Type Qty Ply 25A PC PLATES GRIP MT20 185/144 MT20HS 139/108 e Weight: 138 Ib FT = 20 /o LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 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 R50925728 Lb 725A�PC_GL A4 Common 2 1 • O/ �O except end verticals. WEBS 2x4 SPF No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Reference o tional "'Y'l vv 0. 1 IV s Hpr 1s ,4U I I MI 18K lnaustnes, Inc. I hu Jun 22 14:56:08 2017 6-9-4 6-5-12 6-5-12 6-9-4 i -0-d 6x6 Q Scale = 1:70.5 4 11 11 w iv .Y m i y Io f 8 10x12 MT20HS II 3x4 = 5x8 = I9 LOADING (psf) TCLL 30.0 (Roof Snow=' 0.0 ) BCDL 1 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 0.93 BC 0.77 WB 0.55 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind LL Wind(LL) in (loc) I/deft L/d -0.18 8-9 >999 360 -0.44 8-9 >721 240 0.05 8 n/a n/a 0.03 9-10 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 e Weight: 138 Ib FT = 20 /o LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 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 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 • O/ �O except end verticals. WEBS 2x4 SPF No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ; C) �•; 5-9,3-10,2-11,6-8: 2x4 HF Stud WEBS 1 Row at midpt 3-11,5-8 a • e• MiTek recommends that Stabilizers and required cross bracing SSS..... • � �01V be installed during truss erection, in accordance with Stabilizer ' REACTIONS. (Ib/size) 11=1402/0-5-8, 8=1402/0-5-8 Installatguide 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=-959/266,2-1 1=-865/272, 6-8=-865/271 BOT CHORD 10-11=-168/1299, 9-10=-28/910, 8-9=-47/1118 WEBS 4-9=-206!711,5-9=-431/328,4-10=-206/711,3-10=-431/328, 3-11=-838/96, 5-8=-838/96 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. O LIC 4) All plates are MT20 plates unless otherwise indicated. Pd Q F �S 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.SOON • O/ �O 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 Vim. ` O • O ' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ; C) �•; 11=n1, 6=1 71' PE -44018 a • e• SSS..... • � �01V June 23,2017 ,& 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 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 850925729 725A PC GL A5 2 OVER 3 1 1 MT20 197/144 Lumber DOL 1.15 BC 0.18 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:09 2017 1D: S4VXXKq_apam_nYJxUgEturtOri-9zwXxwk5GnQexytmzfcHibKaWRtg7X7PGNGl -1-0- 6-3-0 13-3-0 26-6-0 2 -6- 7-0-0 13-3-0 -0. 6xf 4x8 ",' 34 °O 31 29 28 27 26 25 24 23 22 21 20 46 = 30 3x4 = 5x6 = L�9 Scale = 1:76.5 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 0.54 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 TCDL 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 IRC20121TPI2007 Matrix -S Wind(LL) 0.00 33 >999 240 Weight: 206 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOPCHORD BOT CHORD WEBS JOINTS REACTIONS. All bearings 14-0-0 except Qt=length) 34=0-3-8. (Ib) - Max Horz 34=407(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 34 except 20=-180(LC 7),31=-147(LC 5),21=-242(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 29, 28, 27, 26, 25, 24, 23, 22, 21 except 20=336(LC 9), 31=1006(LC 14), 34=728(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/125, 17-18=-285/190, 2-34=-691/95, 18-20=-323/183 BOT CHORD 33-34=-428/504, 32-33=-198/532, 31-32=-174/573, 29-31=-195/263, 28-29=-195/263, 27 -28= -195/263,26 -27=-195/263,25-26=-195/263,24-25=-195/263,23-24=-195/263, 22-23=-195/263,21-22=-195/263 WEBS 3-38=-599/247, 37-38=-573/223, 36-37=-637/265, 35-36=-682/301, 31-35=-662/275, 8-31=-466/92, 2-33=-50/289,18-21=-207/309 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 9-0-11 oc bracing: 33-34 10-0-0 oc bracing: 32-33,31-32. 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 Il; 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=lb) 20=180, 31=147, 21=242. ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 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 ANSI1TPII Quality Criteria, DSB-89 and BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��PDO LICF� 4�.•'• SOON •.`rF0 Uro O 1.. o PE -44018 Ce Fss; .• June 23,2017. Ui INVVhe-at Ridge WOWBuilding Do.rison 7777 Greenback L e Job Truss Truss Type Qty Pl7JoblRaferncee 25AC R50925730 725A_PC_GL B1 Roof Special Girder 1 o tional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:12 2017 Page 1 1 3 4-00-102ID:S4VXXKqi_apam nYJxUgEturtOri-ZYcgZyn_ZioDoQcLenA _KDy0vfh2Kk_ryLVVYPz3hyX -0-12 1 24-9-7 30-6-0 3-0.12 2 7-0.08 6-6-5 5-5-1 5-8-9 Scale = 1:56.6 5x10 11 5 20 6.00 12 21 10x18 MT20HS = 4x12 % 19 2x4 10x12 MT20HS = 6 7 8 4 5x8 % 4 5;11 r5?1 r 412 II 2x4 = 3 2 � 2x4 I u5 N 15 14 13 23 24 25 12 26 27 28 11 29 30 31 10 32 33 34 I� 1Ox12 MT20HS I i 10x14 = 3x6 11 10x16 MT20HS = 6x10 = 8x12 = 3x6 3.00 12 3-0-12 4-0-12 5-9-8 12-10-0 19-4-5 74-9-7 30-6-0 3-0-12 �1-0.0 1-8-12 7-0-8 6-6- - -1 8 Plate Offsets (X,Y)— [1:0-6-8,0-3-4], [1:0-1-12,0-0-14], [1:0-0-4,Edge], [2:0-1-13,0-3-10], [2:0-7-14,3-0-01, [3:0-1-12,0-2-0], [4:0-5-4,0-1-81, [6:0-7-12,Edge], (8:0-3-12,0-5-0], [9:Edge 0-3-01 [10:0-3-12.0-6-81, [12:0-4-0.0-5-121, [13.0-7-4 Edge], f1 5:0-0-15 0-3-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.64 11-12 >565 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.97 Vert(TL) -1.26 11-12 >287 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.36 9 n/a n/a BCDL 10.0 BCLL 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 195OF 1.7E 5-12,8-10,16-17: 2x6 SPF 1650F 1.5E, 6-12: 2x4 SPF 1650E 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 , 2x6 - 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. 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 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 13 = 16%, joint 10 = 8% 9) This truss has been designed for a 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. N90 Llc V� ; •'• SOO/y fO O UO O PE -44018 ()es's;ON.. Jul)e 23,201,7 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. / h t. ; Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Ni vL , 1 eF" t n 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 We 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, seaANSVTPII 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 850925730 725A_PC—GL B1 Roof Special Girder 1 Job Reference (optional Alpine Lumber Co., Commerce (;ity,CU.6UUZZ 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:12 2017 Page 2 NOTES - VV ID:S4VXXKq_apam_nYJxUgEturtOri-ZYcgZyn_ZioDoQcLenA_KDyOvfh2Kk_ryLYPz3hyX 11) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 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) Hanger(s) 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 (Ib) 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 desfgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR 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 `. �. 1' li';'::" i; i} I•,1,,,, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS0TPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777Greenback L Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log moo_ Job Truss Truss Type Qty Ply 725A PC LOATCLL (ps30 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 850925731 725A .PC_GL 82 Roof Special Girder 1 -0.45 10 >809 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.87 10 >416 240 Job Reference (013tionall Alpine Lumber Co., Commerce City,CV.60o2Z 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:14 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-VxjQ_eoE5K2w2jmkICCSPe1 RxSNlofG8Qf_cdlz3hyV 1-0-0 5-9-8 12-10-0 20-8-0 25-5-4 30-6-0 1-0-0 5-9-8 7-0-8 7-10-0 4-9-4 5-0-12 qi1 Scale = 1:55.5 5x6 = 4x6 3.00 F1_2 l 5-9-8 12-10-00-8-0 25-5-4 30-6-0 5-9-8 7-0-8 7-1 0 0 4-9-4 5-0-12 Plate Offsets (X Y)— [2:0-2-8.0-2-01_[5:0-3-4 0-3-41[8:Edge 0-3-8] [10.0-4-0 Edge] 11270-3-0.0-3-81 LOATCLL (ps30 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 0.49 Vert(LL) -0.45 10 >809 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.87 10 >416 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.20 8 n/a n/a BCDL 10,0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.28 10 >999 240 Weight: 310 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 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 Hoa 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. (lb) -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 1 Od (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; 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 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=470, 2=259. 12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. VV ] I G c3 t Fr'l.Ir.� 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 ,� I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWU lldIll �� f%; is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB-89 and SCSI Building Component 7777 Greenback L$n -. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1091... Job Truss Truss Type Qty Ply 725A PC 850925731 725A_PC_GL B2 Roof Special Girder 1 ob Reference (optional) Alpine LllmDer to., t;ommerce ully,UU.ouULL 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:14 2017 Page 2 NOTES- ID:S4VXXKq_apam nYJxUgEturtOri-VxjQ_eOE5K2w2jmkICCSPe1RxSNlofG8Qf cdlz3hyV 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 881 Ib down and 154 Ib up at 23-1-8, 185 Ib down and 57 Ib up at 25-0-12, and 185 Ib down and 57 Ib up at 27-0-12, and 185 Ib down and 57 Ib up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (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(8) City of yvtlear t AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysOF tem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall F+A I; y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" l.I"f� ��IVign, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 725A PC 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 B3 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 ob Reference o tional Alpine LUMDer Lo., uommerce uity,uu.duuzz 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:15 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-z7HpCzpssdAnftLwJwjhysaWLsn?XE41eJk99kz3hyU -1-0.0 5-9-8 12-10-0 17-9-4 23-0-0 1-0-0 5-9-8 7-0-8 4-11-4 5-2-12 5x6 = 8 5x8 I 3.00 F12 Scale = 1:46.8 TCLL (ps30 0 (Roof Snow=30.0) TCDL10.0 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 0.84 BC 0.76 WB 0.44 Matrix -AS DEFL. in (loc) I/defl 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 micipt 4-9 WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0 be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1148/Mechanical, 2=1232/0-5-8 Installation guide, 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. LIC 7) Refer to girder(s) for truss to truss connections. O PDO Q� F 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ••......'•e SOON •%sf�� capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ��O O�.• 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. Ss�ON June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Land-, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95810z��- Job Truss Truss Type Qty Ply 725A 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 (optional) 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_nYJxUgEturtOri-z7HpCzpssdAnftLwJwjhysaV3slJXDxleJk99kz3hyU i -1-0-0I 5-9-8 12-10-0 17-9-4 23-0-0 24-0-0 �1-0-0 5-9-8 7-0-8 4-11-4 5-2-12 1-0-0 Scale = 1:43.0 46 = 9� 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 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.16 8 n/a n/a BCLL 0.0 ' Code IRC2012rrP12007 Matrix -S Wind(LL) 0.11 10-11 >999 240 Weight: 94 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E *Except* 5-9:2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 'Except` 2-11: 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-3-3, Right 2x6 SPF 165OF 1.5E 2-10-12 REACTIONS. (Ib/size) 2=1234/0-5-8, 8=1224/0-5-8 Max Horz 2=143(LC 10) Max Uplift 2=-179(LC 10), 8=-160(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3011/478, 4-5=-1493/198, 5-6=-1455/228, 6-8=-1800/260 BOT CHORD 2-11=-490/2593, 10-11=-466/2472, 8-10=-152/1490 WEBS 4-11=-49/676, 4-10=-1362/401, 5-10=-37/721, 6-10=-442/216 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 allation guide, NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof toad 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) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=179.8=160. 0L 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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Afexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job TrussTruss Type Qty Ply 725A PC LUMBER- BRACING - 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 TOP CHORD 2x4 SPF No.2 TOP CHORD R50925734 725A. PC GL 65 Roof Special Supported Gable 1 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x4 SPF No.2 1-7-3 7) Gable requires continuous bottom chord bearing. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:16 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-RKrBPJgUdxleH 1 v6tdEwV37taGlaGm9RtzTjhBz3hyT -1-0-0 12-10-0 23-0-0 X24-0-0 �1-0-0 12-10-0 10-2-0 1-0-0 4x6 = Scale = 1:47.1 8x8 % 3x6 % 3.00 F12 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.10 BC 0.03 WB 0.07 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d 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 Ib FT = 20 LUMBER- BRACING - 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 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x4 SPF No.2 1-7-3 7) Gable requires continuous bottom chord bearing. be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 23-0-0. ��.•'• SOOyy'- illation guide, (lb) - Max Horz 37=144(LC 7) 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 Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, ; U 36, 26, 25, 24, 23, 22, 21 PE -44018 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31, 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. FSS�oN 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. Q ��C� 7) Gable requires continuous bottom chord bearing. OPD 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.; O 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 plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. FSS�oN June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC LOADING (psti SPACING- 2-0-0 CSI. R50925735 725A—PC—GL C1 Scissor Supported Gable 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:18 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-Oizxq?rl9YYMWL3V_2GOaUCD_3yFkhlkKHygm3z3hyR ,-1-0-0 7-6-0 { 15.0-0 16-0-0 �1-0.0 7-6-0 7-6-0 1-0-0 11 46 = 28 27 17 16 3x4 ! 3x4 11 Scale = 1:45.6 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, 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 [MieslecommendsTrthat Stabilizers and required cross bracing be in during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 15-0-0. (lb) - Max Hoa 28=-265(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4), 22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18, 17 except 28=41 O(LC 15), 22=327(LC 9),27=311(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-299/251 BOT CHORD 27-28=-278/260 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and tight 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) TOLL: 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 requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 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. 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 Qt=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. oO�P00 L�r;F� SO°N':sFo Z° O'G'i PE -44018 FSS�ON.• June 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 7-6-0 7-6-0 15-0-0 7-6-0 LOADING (psti SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 15 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Weight: 74 Ib FT = 20 B DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, 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 [MieslecommendsTrthat Stabilizers and required cross bracing be in during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 15-0-0. (lb) - Max Hoa 28=-265(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4), 22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18, 17 except 28=41 O(LC 15), 22=327(LC 9),27=311(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-299/251 BOT CHORD 27-28=-278/260 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and tight 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) TOLL: 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 requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 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. 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 Qt=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. oO�P00 L�r;F� SO°N':sFo Z° O'G'i PE -44018 FSS�ON.• June 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply PC850925736 LUMBER- BRACING - TOP CHORD [725A 725A PC_GL C2 Scissor 2eference 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Bearing at joint(s) 11 considers parallel to rain value using ANSI(TPI 1 angle to rain formula. Building designer should veri 9 1 O P 9 9 9 9 9 9 verify o tional 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_2GOaUCAB3vEkcwkKHygm3z3hyR 1-1-0-0 i 3-10-12 7-6-0 10-11-0 14-7-8 1-0-0 3-10-12 3-7-4 3-5-0 3-8-8 4.6 11 11 3x4 3x4 Scale = 1:44.6 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) BCDL 1 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 IRC2012ITP12007 CSI. TC 0.29 BC 0.28 WB 0.37 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid -0.04 9 >999 360 -0.09 9-10 >999 240 0.10 7 n/a n/a 0.03 9 >999 240 PLATES GRIP MT20 185/144 Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Bearing at joint(s) 11 considers parallel to rain value using ANSI(TPI 1 angle to rain formula. Building designer should veri 9 1 O P 9 9 9 9 9 9 verify '••���•�' $00 /V '•a `SF capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 0 *0 11=102. be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 11=812/0-5-8,7=713/Mechanical illation guide, Max Horz 11=257(LC 5) FSS�ON 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=-B12/183, 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. 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) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PD 0 LSC 6) Refer to girder(s) for truss to truss connections. 7 Q. F O Bearing at joint(s) 11 considers parallel to rain value using ANSI(TPI 1 angle to rain formula. Building designer should veri 9 1 O P 9 9 9 9 9 9 verify '••���•�' $00 /V '•a `SF capacity of bearing surface. .•' C> . e Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 0 *0 11=102. ;USO PE -44018 FSS�ON June 23,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 Ci rus Hei hts CA 95810 Job Truss Truss Type DEFL. Vert(LL) Vert(TL) Horz(TL) yR50925737 PLATES GRIP MT20 197/144 Weight: 72 Ib FT = 20 LUMBER- BRACING - F1Q'11"_ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 725A PC GL C3 Common Supported Gable 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 mends that Stabilizers and required cross bracing db Reference o tional 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 I D: S4VXXKq_apam_nYJxUgEturtOri-svXJ 1 LsNwsgD8VehYlod6ilOkTIV17ZtZxiNl Wz3hyQ 6-3-0 12-6-0 13-6-0 1-0-0 6-3-0 6-3-0 fi 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 I I 2x4 11 2x4 11 2x4 11 3x4 = 3 Io Scale = 1:41.7 LOADING (psf) TCLL 30.0 1 (Roof Snow=3 0) TCDL 10.0 BCLL 0.0 ' B D 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121-FP12007 CSI. TC 0.11 BC 0.08 WB 0.09 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d 0.00 13 n/r 120 0.00 12 n/r 120 0.00 14 n/a n/a PLATES GRIP MT20 197/144 Weight: 72 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 mends that Stabilizers and required cross bracing [M,Tntarecomek eslledduring truss erection, in accordance with Stabilizer allation tide. 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. 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) 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 19, 20, 21, 22, 18, 17,16 except (jt=lb) 24=201, 23=195, 15=149. June 23,2017 WARNING - VeN/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.747J 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 OF 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 ANSIITP11 Quality Criteria, DSB-39 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus H his CA 95610 Job Truss Truss Type Qty Ply PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* FPC725A_PC_GL 850925738 TOP CHORD D1 Half Hip 1 1ference 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:20 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-K55iFht?hAo4meDt6TJsfvHLVtVsCUmlobRwgyz3hyP -1-0-07-6-0 12-0-0 1-0-0 7-6-0 4-6-0 41 d 5x8 = Scale = 1:22.0 3x4 11 3x4 = TCLIL (ps30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 1.00 BC 0.65 WB 0.47 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid -0.11 2-6 >999 360 -0.25 2-6 >554 240 0.02 5 n/a n/a 0.06 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-4:2x4 SPF No.2 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •This 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation uu'de 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 farces 250 (lb) or less except when shown. TOP CHORD 2-3=-921/125 BOT CHORD 2-6=-118f729,5-6=-122/719 WEBS 3-6=0/291.3-5=-851/142 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=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 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 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. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •This L/6) (;7) 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 wideOwill fit between the bottom chord and any other members.8) Provide truss to bearing r':'.PE-44018 mechanical connection (by others) of plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b)5=107,2=165.9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. June 23 3017 ,11y CA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE.h Ric!, � 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 V111 s t ea l R ic! t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MRA X 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 cross systems, see,,ANSVTPt1 Quality Criteria, DSB-69 and BCSI Building Component 7777 Greenback Lane X11 kt dif? i)d V!�'O Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.04 2-7 >999 360 R50925739 725A"PC_GL D2 Half Hip 1 1 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 6 n/a n/a Job Reference o do al 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_nYJxUgElurt0ri-oHf4S1udSTwxOoo4gAg5C7gfuHvyx_8A1FBUNOz3hyO 4-9-5 9-6-0 12-0-0 1-0-0 4-9-5 4-8-11 2-6-0 6x6 = 2x4 11 4x6 = V J 3x5 = Scale = 1:24.7 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 0.38 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Lumber DOL 1.15 BC 0.40 Vert(TL) -0.08 2-7 >999 240 BCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.02 2-7 >999 240 Weight: 46 Ib FT = 20% LUMBER- s ••• F BRACING - V ; • N % 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 PE -44018 s except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE June 23,2017 June MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=576/0-5-8, 2=685/0-5-8 Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for to illatim guide, Max Horz 2=166(LC 7) 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 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. 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) 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. PD Ll� 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 O ••••• F will fit between the bottom chord and any other members.••••SAO s ••• F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) V ; • N % 6=109,2=163. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. PE -44018 s ON June 23,2017 June �e�P A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss t[l a 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 for to WOW always required stability and 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-39 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 850925740 725A -PC -GL D3 Monopilch 3 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 6.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:21 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-oHf4S1udSTwxOoo4gAg5C7genHwJxzWA1FBUNOz3hyO -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 4x6 =3x9 II 3x4 II 91, TCLL (psf) 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 0.46 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud REACTIONS. (lb/size) 2=666/0-5-8, 9=526/0-1-8 Max Horz 2=155(LC 10) Max Uplift 2=-137(LC 6), 9=-119(LC 10) Max Grav 2=706(LC 15), 9=631(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1086/99, 3-4=-1089/188 BOTCHORD 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 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. O� D 0 L/ 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 P C will fit between the bottom chord and any other members. �, �.••"•••.• s 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verifyV• so 01V •• �FQ capacity of bearing surface. �O O? •: 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=137,9=119. PE -44018 F'Ss�ON June 23,2017 1 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMII 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 Citrus Hei hts CA 95610 Alpine Lumber Co., Commerce City,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 -1-5-04-4-14 9-0-14 1-5-0 4-4-14 4-8-0 Scale = 1:19.3 4x6 11 4 5 46 = Truss Truss Type Qty Ply 725A PC85092574125A_PC_GL [Job 4-7-6 0. Plate Offsets (X Y)— [2:0-0-0.0-1-151.[2:0-1-14.0-8-51 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) J1 Roof Special Girder 1 1 TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNoAhE_gPeJFvwlvgz3hyN -1-5-04-4-14 9-0-14 1-5-0 4-4-14 4-8-0 Scale = 1:19.3 4x6 11 4 5 46 = FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1031/115 BOT CHORD 2-8=-123/937, 7-8=-123/937 WEBS 3-7=-862/139 NOTES - - 14 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; 4-4-14 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-7-6 0. Plate Offsets (X Y)— [2:0-0-0.0-1-151.[2:0-1-14.0-8-51 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) 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. TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 0)) Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 8 >999 360 MT20 185/144 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 Lumber DOL 1.15 BC 0.48 Vet(TL) 0.06 7-8 >999 240 BCDL 10.0 1 BCL2 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a n/a � BCDL 10.0 Code IRC2012ITP12007 Matrix -IR 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 (lb) or less except when shown TOP CHORD 2-3=-1031/115 BOT CHORD 2-8=-123/937, 7-8=-123/937 WEBS 3-7=-862/139 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=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 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 �rC will fit between the bottom chord and any other members. O PD F 2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) •soO ••• sC 7=143,2=157. �1 : U N •• C 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 �O U? •� 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 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 1) Dead �0 • �' 4 ^�� + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) e••• •• �C� � Vert: 1-4=-80, 4-5=-80, 2-6=-20 June 23 2017 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 pare meters 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 MiT®k" 1%, �. 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 ya Citrus --l- CA 95610 Job Truss Truss Type Qty Ply 725A PC 850925741 725A,�PC_GL J1 Roof Special Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-26(F=-13, 8=-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 Cil A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the bulkling designer must verify the applicability of design parameters and properly Incorporate this design into the overall [w ifc% building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ng C1% is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MIT®k• vi$On fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 725A PC 850925742 725A_PC GL J2 Monopitch 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:22 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-GTCSgNuFCn2o?yNGDuLKkKNiBhF4gVgJFvwlvgz3hyN -1-0-16-5-8 110 6-5-8 —� 2x4 11 Scale= 1:17.8 3x4 = 4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.09 2-4 >853 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.22 2-4 >341 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 ""' 240 Weight: 20 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 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 illation auide. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) Pp 0 Lif 2=111. SOO/V�.LsF� O 'VSO OSS PE -44018 .Q ON June June 2 17 � WARNING - Vern desi n aremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. y 9 Ph e ra x Design valid for use only with MiTek® connectors. This design is based only upon parameters shown and is far an individual building component, not 9 Y re Y P P 9 P �4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly14 incorporate this design into the overall g I�% building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 ^A ^ LjS Job Truss Truss Type Qty Ply 725,& PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. 850925743 725A�PC_GL J3 Monopitch 3 1 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) Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:23 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-kgmgtivtz5Afd6ySnbsZHYv044dmPu?TUZgbRHz3hyM -1-0-0 4-10-9 10-0-0 1-0-0 4-10-9 5-1-7 5x8 % Scale= 1:23.6 4x6 = 3x4 II 3x4 = In d LOADING (psf) TCLL 30.0 1 (Roof Snow=3 0) TCDL 10.0 BCL2 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 0.34 BC 0.32 WB 0.31 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-7 >999 360 Vert(TL) -0.06 2-7 >999 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.02 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc 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 WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud liation 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and fight 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. ` 0 Lr 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 PD C 0� will fit between the bottom chord and any other members. O� �e••••••••ti SOO/V/• 0% f� 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify bearing O O •� capacity of surface. ;• 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 Ib uplift at joint(s) except Qt=lb) e 2=124, 9=102. S PE -44018 S/ON June 23,2�> ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p., a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall N11' `i{el f i (-a t f l-� ! it F,.r ip 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 gNSUTP11 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_. n Li ;;ding Divis I Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 850925744 725A_PC_GL J4 Jack -Closed 1 1 Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=337(LC 15), 2=392(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ob Reference o tional niPn.e ��,�,�Q� �.ummaiw uny, i.v.ow« a.l -Iv s Apr i o <u i / ml I eK Inaustnes, Inc. I nu Jun 22 14:bb:24 2017 Page l ID:S4VXXKq_apam nYJxUgElurtOri-CsKC52wWkOIWFGXfLJNopIS5yUxU7P9cjCP8zjz3hyL -1-0-05-11-11 1-0-0 5-11-11 41 d 2x4 11 Scale= 1:17.0 3 4 3x4 = 5 2x4 11 LOADING (psf) TCLL 30.0 1 (Roof Snow=30) 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 0.72 BC 0.35 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-6 >999 360 Ve6 rt(TL) -0.14 2- >469 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 — 240 PLATES GRIP MT20 185/144 Weight: 19 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=296/Mechanical, 2=378/0-3-8 Installation guide. Max Horz 2=112(LC 9) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=337(LC 15), 2=392(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-276/97 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PO O CIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) F� 2=106. ••••••••• �.•' soo/ • VO ;sF PE -44018 June 23,2,017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing Mi 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, enaction and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei hts CA 95810 - - Job Truss Truss Type Qty Ply 725A PC 725A PC GL J5 Jack -Closed 2 1 850925745 DEFL. in (loc) I/def] L/d job Egference, (optional) 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-CsKC52wwkOIWFGXfLJNopISCtU?27P9cjCP8zjz3hyL -1-0-0 3-11-11 1-0-0 3-11-11 3x4 = 2x4 I1 4 Scale = 1:12.3 (ps30.0 TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -P Wind(LL) 0.00 5 — 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 3=137/Mechanical, 5=41 /Mechanical, 2=292/0-3-8 Max Horz 2=70(LC 6) Max Uplift 3=-67(LC 10), 2=-88(LC 6) Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-11-11 oc pur ins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) 3, 2. �Q,PD O CI�F� r sooty • :sFo Seo 02 PE -44018 °RFs .... •��'�. siaN June 23,2017 CA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I WI -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, note Wheat ��t I (, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r 1 buildingdesign. Br g acing 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane R u i ld I ng )IVIS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 e n�. 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 pudins, BOT CHORD 2x4 SPF No.2 except end verticals. 850925746 725A -PC -GL J6 Jack -Closed 2 1 Max Hoa 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 tonal 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-h2ublOx8ViRNsQ5rvOu1 Mz_QjuMhssPmxs9hMz3hyK 1-0-0 1 1-11-11 3x4 = Scale = 1:9.0 T(psf) CLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. 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 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) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical Max Hoa 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. 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) 2, 3. 9 0 LIC F�rS •eeeee• �o:•�� so 04.. e�o Off•: U�OO PE -44018 ss�ON June 23,2017 o1 A& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 rev. 101032015 BEFORE USE.W l 1 e a t Ridc 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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r1 11114 j ng (j1 V 1S n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 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 °a. Job Truss Truss Type Qty Ply 725A PC TCLL 30 SPACING- 850925747 725A�C_GL J7 Monopitch Supported Gable 1 1 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:25 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-h2ublOx8ViRNsQ5rvOu1 Mz_QiuMsss7mxs9hW9z3hyK -1-0-0 5-10-15 1-0-0 5-10-15 2x4 11 Scale= 1:17.3 10 9 8 7 3x4 = 2x4 II 2x4 II 2x4 II 2x4 II 3x6 II LOADING (psf) TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 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 BCDL 10.0 BCDL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IRC2012lTPI2007 Matrix -P Wei ght: 22 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc puffins, 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 Installation guide REACTIONS. All bearings 5-10-15. (lb) - Max Horz 2=111(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 Ib or less at joint(s) 7, 2, 8, 9, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. •'•'SOON • ;dFO O ,� •;(O 0, PE -44018 98 81 June 23.2 17 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1191-7473rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + / ; ea 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 k, "t ,. �,� _ yOil fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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. s,,;re 1 no Job Truss Truss Type Qty Ply 725A PC 850925748 725A_PC_GL K1 Roof Special Girder 1 1 Job Re erence o lional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:26 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-9FSzVkymGOZDUZg1 SkOGuAXSEle5bJfvAWrF2cz3hyJ -1-5-0 4-6-12 9-1-9 1-5.0 4-6-12 4-6-12 5x8 11 Scale = 1:20.2 5x8 I I 4x8 11 13 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 0.67 Vert(LL) -0.07 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.18 2-6 >576 240 TCDL 10.0BCLL 0.0 Rep Stress Incr NO WB 0.00 HorzTL 0.03 4 n/a n/a BCDL 10.0 R Code IRC2012rrP12007 Matrix -S Wind(LL) 0.03 2-6 >999 240 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 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 REACTIONS. (Ib/size) 4=1044/0-2-2,2=596/0-7-6 Installation auide. 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)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 toads. 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. POO LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 0� F2 4=211, 2=151. Oar •�"'a"•• 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. G ; O SOON ' :sF� 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �U O? •� 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).'.��� 1,4J LOAD CASE(S) Standard; 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 June 23 WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 101032015 BEFORE USE. l fit? �,- Desgn valid for use only with MTconnectors. 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 applicabirRy of design parameters and property incorporate this design into the overall' .fit 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 ANSVTPI11 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 w._ Job Truss Truss Type Qty Ply 725A PC 850925748 725A -PC—GL K1 Roof Special Girder 1 1 lob Refere ce o tional Alpine LUMMer CO., Commerce CIfy,CU.uuuzz 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_nYJxUgEturt0ri-9FSzVkymGOZDUZg1 SkOGuAXSEle5bJfvAWuF2cz3hyJ WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. r$ Wt Design valid for use only with ' y cod 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®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 ANSVTPN Quality Criteria, DSB-39 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 g Job Truss Truss Type Qty Ply 725A PC TCLL SPACING- 2-0-0 CSI. DEFL. 850925749 725A1PC_GL K2 Roof Special Girder 1 1 -0.06 5-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-5-0 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:28 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurt0ri-5dajwQzOodpxjtgQa8Sk bco95Jm3A9CegNM6Uz3hyH 7-8-3 7- g 7-8-3 0- -7 Scale = 1:19.1 4x8 I 3 2x4 II (ps30.0 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; TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.06 5-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.15 5-6 >569 240 OQ� F2 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.04 3 n/a n/a 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. BCDL 10.0 Code IRC2012rTP12007 Matrix -S Wind(LL) 0.03 5-6 >999 240 Weight: 30 Ib FT = 20 LUMBER- ...• ss/net r BRACING - TOP CHORD 2x6 SPF 165OF 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 REACTIONS. (Ib/size) 3=367/0-1-8, 7=508/0-7-6 illation guide. 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-7=-465/61 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. 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 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 CCISM will fit between the bottom chord and any other members. PDO Ll Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7;:0 OQ� F2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) tJ� •''�SOQ ••. s ti '. 7=148. V Q G 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. OZ 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 18 Ib up at 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. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �O LOAD CASE(S) Standard ...• ss/net r June 23 2017Cnntinnprl nn n- 9 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat A t h p G R a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ® V V i i rl f If 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' 9 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. s„ne tna ,/Iii DiVISO Job Truss Truss Type Qty Ply 725A PC 850925749 725A�C_GL K2 Roof Special Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 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) 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_nYJxUgEturtOri-5dajwQzOodpxjtgQa8Sk_bco95Jm3A9CegNM6Uz3hyH city of WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10Po32015 BEFORE USE.h t �1 � 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 �^ W I t��� R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � A building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 9y f iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'or fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane P tWdjnq Dl4fi. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 17 Job Truss Truss Type City Ply 725A PC 850925750 725A_PC_GL K3 Monopitch 4 1 Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:29 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-Zg758m_ezxxoL1Pc8szzWp9_5Vi0oeELsU7vfwz3hyG -2-0-0 5-6-0 2-0-0 5-6-0 3x6 11 2.4 11 Scale = 1:19.0 Plate Offsets (X.Y)- (3:0-3-0.0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(TL) -0.03 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.01 5-6 >999 240 Weight: 20 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 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 REACTIONS. (Ib/size) 3=223/0-1-8, 7=462/0-5-8 Max Hoa 7=138(LC 7) Max Uplift 3=-44(LC 10), 7=167(1_C 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=25ff; 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. 1 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. PD 0 LIG, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) QQ� F/jj 7=167. Off.•'' S00 •'•e`rF 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. C> • O N 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. SU 02 ;U O; PE -44018 June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1.7473 rev. 101032015 BEFORE USE. �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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Oty Ply 25A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 R50925751 Lb 725A -FC -GL K4 Jack -Closed 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:29 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-Zg758m_ezxxoLlPcBszzWp9y5ViXoeDLsU7vfwz3hyG 2-0-0 5-11-11 Scale = 1:20.1 5x6 II 3 8 5 2x4 II 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 IRC2012fTP12007 CSI. TC 0.69 BC 0.17 WB 0.08 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.02 6-7 >999 360 -0.05 6-7 >999 240 0.00 6 n/a n/a 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 REACTIONS. (Ib/size) 8=482/0-5-8, 6=272/Mechanical illation guide. 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 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PD 0 L�G 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) �Q�••••••••• FjL 8=167. �� : • 6000'. • .sf ZOO OZ O ;U O; PE -44018 Ss�ON . June 23,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7477 rev. 101072015 BEFORE USE. - Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing , `yllta if is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 850925752 725A PC GL K5 Jack -Closed 2 1 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) 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 nYJxUgEturtOri-10hUL6?GKE3fzB_ohZUC3OiCyv3Zx63V58sSBNz3hyF -2-0-0 3-11-11 2-0-0 3-11-11 9,rn 2x4 12x4 114 Scale = 1:14.9 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 0.0 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 0.36 BC 0.12 WB 0.04 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.02 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: 16 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. M'Te k recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 7=148. PDQ Ll F� O�••.e•e•.• O : •'' SO oN • :sFo PE -44018 ass /ON June 02_947—,j A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h81-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the )rr ltd,. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L " Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Jab Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD 850925753 725A RC_GL K6 Jack -Closed 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. 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 MiTek recommends that Stabilizers and required cross bracing 7) Refer to girder(s) for truss to truss connections. Provide 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_nYJxUgEturtOri-10hUL6?GKE3fzB_ohZUC3OiCyv3uX6eV58sSB Nz3hyF 2-0-0 1-11-11 3x4 I 2x4 11 5 Scale = 1:11.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012lTP12007 CSI. TC 0.36 BC 0.10 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Lid 0.00 5-6 >999 360 0.00 5-6 >999 240 -0.01 3 n/a n/a -0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 9 Ib FT = 20 LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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. 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 MiTek recommends that Stabilizers and required cross bracing 7) Refer to girder(s) for truss to truss connections. Provide be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=364/0-5-8, 5=-7/Mechanical, 3=-3/Mechanical illation guide - 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=25f; 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. Provide �rC8) mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3 except (jt=1b)�ss=167. ' •..O ri'.PE-44018 i R June 23,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MM -7473 rev. 101032015 BEFORE USE. V V Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -' �'ci j a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IMF r R,, 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe i.1S.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSgTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane jv,r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 I'G]- Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 850925754 725A_PC_GL K7 Jack -Closed 1 1 MT20 185/144 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 Job Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:312017 Page 1 ID:S4VXXKq_apam nYJxUgElurtOri-VCFsZS?v5YBWaLZ?FH?RbEEHNJLOGZ1eKocOjpz3hyE 5-11-11 5-11-11 Scale = 1:20.1 5x6 I 2 3 6 2x4 7 3x4 11 4 3x5 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 0.77 Vert(LL) -0.02 5-6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 5-6 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 5-6 >999 240 Weight: 19 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=277/Mechanical, 5=306/Mechanical Max Horz 7=132(LC 7) Max Uplift 7=-42(LC 6), 5=-64(LC 10) Max Grav 7=284(LC 14), 5=335(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-194/254 Structural wood sheathing directly applied or 5-11-11 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 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. nPDO LI�F2 � S007y .••SFO SO o2 : •U tri• PE -44018 Fssioly June 23,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Beforeuse, the building designer must verity the applicability of design parameters and property incorporate this design into the overall v 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• R(I//I// fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-99 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 i Job Truss Truss Type Qty Ply 725A PC 2x4 113 850925755 725A_PC GL K8 Jack -Closed 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job ference o tional Alpine Lumber Co., Commerce CIty,CU.tiUUZZ t"1 u "1U s Apr 13 ZUl / MI I eK InaustfleS, Inc. I nu Jun zz 74:bb:31 ZUl / rage 1 ID:S4VXXKq_apam_nYJxUgEturtOri-VCFsZS?v5YBWaLZ?FH?RbEEOdJOoGZZeKocOjpz3hyE 3-11-11 3-11-11 5 4 2x4 Scale = 1:14.9 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 -3-111-111 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 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. 0 LIOF2 moo;.••' sooty •.sFo i PE -44018 ONAy' June 23 17 :i ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. eenee Wheat r7 ,-1 Design valid for use only with MiTek® V , connectors. This design is based only upon parameters shown, and is for an individual building component, not h eat R d t 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®kms 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 Building DiviS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 2x4 113 2x4 116 1-0.D 1-0-0 3-11-11 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud 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/TPI2007 Matrix -P Wnd(LL) 0.01 5 >999 240 Weight: 13 Ib FT = 20 BCDL10.0 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 -3-111-111 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 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. 0 LIOF2 moo;.••' sooty •.sFo i PE -44018 ONAy' June 23 17 :i ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. eenee Wheat r7 ,-1 Design valid for use only with MiTek® V , connectors. This design is based only upon parameters shown, and is for an individual building component, not h eat R d t 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®kms 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 Building DiviS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:32 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-zPpEmnOXssJNCU8Bp Wg8RndOjIR?08oYSLZFFz3hyD i 1-11-11 � 1-11-11 2x4 A nn 2x4 2x4 11 4 Scale = 1:11.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCL2 0.0 BCDL 10.0 sTruss Type Qty Ply 725A PC8509257_PC_GL TK9 F BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Jack -Closed 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference lootionall Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:32 2017 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-zPpEmnOXssJNCU8Bp Wg8RndOjIR?08oYSLZFFz3hyD i 1-11-11 � 1-11-11 2x4 A nn 2x4 2x4 11 4 Scale = 1:11.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCL2 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 0.05 BC 0.03 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 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: 7 Ib 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 illation guide. Max Horz 5=41(LC 7) Max Uplift 2=-37(LC 10) Max Grav 5=82(LC 1), 4=35(LC 5), 2=80(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (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 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. June 23,2017 1 of adWheat Ri , ge k' 7777 Greenback Lane4 Ulldtng Qivi�on Job Truss Truss Type City 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. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 850925757 725A_PC_GL K10 Jack -Closed 1 1 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) ob Refere ce o tional Alpine Lumber Co., Commerce Cily,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:27 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-dROLj4y01 Jh46jFEORxVR04j9i 1 sKIT3PAeoa2z3hyl a 1-0-0 3-11-11 274 2x4 114 Scale= 1:14.9 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.27 BC 0.12 WB 0.03 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) 0.02 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 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. recommends that Stabilizers and required cross bracing [MiTek 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. Q LIC�� OWN ' :sFo c°�:•''�•SO0N °ti ;U G; 's PE -44018 Jun!/3,201701 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. {� P Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not 0 Y 9 Y P P 9 P� a truss system. Before use, the building designer must verity 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane .-Cfiti'l Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 125A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 o do al 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_nYJxUgElurt0ri-dROLj4yO1 Jh46jFEORxVR04msi2FKlv3PAeoa2z3hyl 1-0-0 1-11-11 2x4 11 2x4 11 5 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 IRC2012/TPI2007 CSI. TC 0.10 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 6 >999 360 Vert(TL) -0.00 5-6 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 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. 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. 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) 6, 3. Pp 0 LlCF/jj G� ••'•••SO07Y • •sF0 O . e �UO O.�• PE -44018 FssON• June 23,2017 WARNING - Verify desl n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. •n Y 9 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 'UnJ r L. I (1 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 ANSVTPN 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 1u 9,,,r„. re oca�n --! „rvj Divisc Job Truss Truss Type Qty Ply725A PC Plate Offsets (X.Y)-- f8:0-2-0.0-0-121 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 850925759 725A PC GL Ll Roof Special Girder 1 1 Job Reference footionall Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 15:42:05 2017 Page i ID:S4VXXKq_apam nYJxUgEturtOri-Gr7VoGwbegCpGOPLiRXDd6g_XmoDgOMreK?h00z3fXO 6x12 = 3 3x4 = 9 3x4 = Scale = 1:16.4 NOTES - 6-2-8 6-3-10 6-2-8 0-1-2 Plate Offsets (X.Y)-- f8:0-2-0.0-0-121 3) Unbalanced snow loads have been considered for this design. 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 0.57 Vert(LL) -0.06 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) capacity of beating surface. D O L! 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. OQ.P CNw 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. TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.15 6-7 >476 240 responsibility of others. BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(TL) 0.03 9 n/a n/a 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 6 >999 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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) I 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=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.; 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. 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 beating surface. D O L! 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. OQ.P CNw 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. Oar •.••'�J•�•�•••• : N •. 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 p < �O C) •� 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 U �, responsibility of others. PE -44018 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard �O' •' 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) .• .<�. •••• SiS/Q ���� Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Aft -7473 rev. 101032015 BEFORE USE. Design valid for use only with Mr rek® 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 pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lyt iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply725A Pc 725A Pr; GL L1 Roof Special Girder 1 1 850925759 Job Reference (ootionall Alpine Lumber Co., Commerce Cay,C0.80022 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-40(F=-20, B=-20) 11=1(F=1, 13=1) 8.110 s Apr 13 2017 MTek Industries, Inc. Thu Jun 22 15:42:05 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-Gr7VoGwbegCPGOPLiRXDd6g XmoogOMreK?h00z3fX0 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Wi-,eat Ridge 13uildmq DiNisclr, Job Truss Truss Type Qty Ply725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 850925760 725A PLS GL L2 Monopitch 7 i Job Refereare (optional) Alpine Lumber Co., Commerce Chy,C0.80022 8.110 s Apr 13 2017 Mrrek Industries, Inc. Thu Jun 22 15:43:04 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-1 CBpBSdbkoeRr4PhfK42WYd81Y_595FXCOnly6z3fW5 1-0-0 4-6-0 3x4 = B 3x4 = Scale = 1:15.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 TCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2O12/TP12OO7 CSI. TC 0.24 BC 0.16 WB 0.03 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.01 5-6 >999 360 -0.04 5-6 >999 240 0.01 8 n/a n/a 0.00 5 >999 240 PLATES GRIP MT2O 185/144 Weight: 2O 1b 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 REACTIONS. (Ib/size) 6=31710-5-8 (min. 0-1-8),8=175/0-1-8 (min. 0-1-8) illation ouide. Max Horz 6=1OO(LC 7) Max Uplift 6=-9O(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=14Omph (3 -second gust) V(IRC2O12)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 2O.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. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. D O L' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 Ib uplift at joint 6 and 38 Ib uplift at O�P joint 8. 0: 600N%% LOAD CASE(S) Standard �� 0 PE -44018 FSS�ON June 23,201,7.----- A WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M P7473 rev. 10/032015 BEFORE USE. V v Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall aq Wheat n ry building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R I t y is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW F fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN 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 «arV(t rl ce ;`f� D- ildincl mii Job Truss Truss Type Qty Ply 725A PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) 850925761 725A 19C -GL L2A Monopitch 3 1 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.04 5-6 >999 240 TCDL 10.0 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 14:56:34 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-wnx_BT2n0TZ5RolawPZBDssu0WPjTwl40mggK8z3hyB -1-0-04-6-0 1-0-0 4-6-0 Scale = 1:15.7 3x4 = Plate Offsets (X.Y)- 13:0-2-8.0-2-01 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; LOADING (psf) 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 0.33 Vert(LL) -0.02 5-6 >999 360 MT20 185/144 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Lumber DOL 1.15 BC 0.17 Vert(TL) -0.04 5-6 >999 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 6 "* 240 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 illation guide. Max Horz 6=114(LC 9) Max Uplift 6=-95(LC 6), 3=-40(LC 7) Max Grav 6=317(LC 15), 3=217(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-276/143 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. � 'D 0 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. e• SC /�: 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. '/ON ,lune zo,zuj / ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing " iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 ---- Qty Ply 725A PC 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. R50925762 725A P� GL L3 Monopitch Girder 1 1 Max Horz 2=83(LC 7) Alpine Lumber Co., Commerce City,CO.80022 8.110 5 Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 15:43:52 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-eR5yFsCiRYhdcS4vTPxJTgclGvKrOoebFUQreKz3fVL 1-0.0 4-6-0 3x8 I I 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/TP12007 CSI. TC 0.39 BC 0.31 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.02 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.02 8 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 OF 180OF 1.6E 2-2-0 be installed during truss erection, in accordance with Stabilizer Aation 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 Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. D O L1 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. OQ.P Cz 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 112 Ib uplift at'oint 2 and 105 Ib u lift at (Y ) 9P P 9 P 1 P joint 8. �. •••'0•••••• V� : � SOO/y ••• FO 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 �O 02 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • (� n 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 -O �• '• 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads OA •••••��� •��`J� (plo Vert: 1-4=-80, 2-5=-20 ON N Concentrated Loads (lb) Vert: 9=-335(F) June 23,2.17 AWARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. �f Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan§k 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 14:56:35 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-O VNOp2P9nhy3ysmU74Nm4P6UwIICMfEFQaDsaz3hyA -1-0-03-0-0 5-0-0 1-0-0 3-0-0 2-0-0 a SxR = 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 IRC2012/TPI2007 ype Qty Ply 725A PC [725�AII:CGL ]L4��TTBIIHT,� 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. R50925763 2x4 SPF No.2 Girder 1 1 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud Job Re erence o tional 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 VNOp2P9nhy3ysmU74Nm4P6UwIICMfEFQaDsaz3hyA -1-0-03-0-0 5-0-0 1-0-0 3-0-0 2-0-0 a SxR = 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 IRC2012/TPI2007 CSI. TC 0.18 BC 0.18 WB 0.08 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft 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- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud 0 LCF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) ��.• SOO�j .•'9' 7=108. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. V� • O '• ZO 02•� k recommends that Stabilizers and required cross bracing ; U O, ; 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). stalled during truss erection, in accordance with Stabilizer Fbe LOAD CASE(S) Standard �O • 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •: 'CF e.•• ' \ llation guide. REACTIONS. (Ib/size) 5=340/Mechanical, 7=366/0-5-8 June 23.20J" Max Horz 7=87(LC 7) Max Uplift 5=-81 (LC 7), 7=-108(LC 6) Max Grav 5=355(LC 23), 7=450(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/42, 2-7=-432/123 WEBS 3-5=-265/53 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. 0 LCF 8) Refer to girder(s) for truss to truss connections. SPD •••�•�•• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) ��.• SOO�j .•'9' 7=108. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. V� • O '• ZO 02•� 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 ; U O, ; 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). .p • e LOAD CASE(S) Standard �O • 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •: 'CF e.•• ' \ Uniform Loads (plf) SiS/O ��� Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 June 23.20J" A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO 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 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 ANSIITPII Quality Criteria, DSB-99 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 Job Truss Truss TypeQty Ply 725A PC 850925763 725A PC_GL L4 Half Hip Girder 1 1 Job Reference(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 ID: S4VXXKq_apam_nYJxUgEturtOri-0_VNOp2P9nhy3ysm U74Nm4P6UwIICMfEFQaDsaz3hyA AWARNING -Verify design ammeters and READ NOTES ON THIS ANDINCLUDED MITE AGE y g p I K REFERENCE Mividual rev. building 072015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Yn a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y �i h e a! R (-r 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 La Safety Infonnation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. U f 1d i P1^ ^ l Vis( f; Job Truss Truss Type City Ply 725A PC CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) 850925764 725A -FSC -GL L5 Monopitch Girder 1 1 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.02 1-5 >999 240 TCDL 10.0 BCLL 0.0 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 6.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:36 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-sA3lc93lv4pph6Ry2gbclHyCxK5Hxg7NT4JnOOz3hy9 4-6-0 4-6-0 Scale= 1:15.7 3x9 II Plate Offsets (X.Y)-- [1:0-3-8.0-0-4).[3:0-2-13.0-0-8) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 will fit between the bottom chord and any other members. Lumber DOL 1.15 BC 0.16 Vert(TL) -0.02 1-5 >999 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.02 3 n/a n/a � .•• S�O�j •. CCS O •• BCDL 10.0 Code IRC2012ffP12007 Matrix -P Wind(LL) 0.01 1-5 >999 240 Weight: 201b FT = 20% LUMBER- BRACING - ��� TOP CHORD 2x4 SPF No.2 s •..�•• SOON TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, 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 REACTIONS. (Ib/size) 1=297/0-5-8, 3=569/0-1-8 illation guide. Max Horz 1=105(LC 7) Max Uplift 1=-45(LC 6), 3=-11 O(LC 10) Max Grav 1=300(LC 14), 3=581(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-36/400 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 3=110. 8) Beveled to full bearing truss P�0 LIc F/ys plate or shim required provide surface with chord at joints) 3. �tJQ� 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 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 � .•• S�O�j •. CCS O •• 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 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ��� Uniform Loads (plf) Vert: 1-3=-80,1-4=-20 s •..�•• SOON June 233917 +;: ity Df A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 �! Job s Truss Type City Ply 725A PC 'Tru 850925764 725A PC_GL L5 Monopilch Girder 1 1 Job Reference (optional) 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-sA3lc93lv4pph6Ry2gbclHyCxK5Hxg7NT4JnOOz3hy9 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ' h e L+' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the — fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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 ca�,�N.,tnnr� cn ASa1n y.. .... .•. Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 850925765 725A_PC_GL L6 Diagonal Hip Girder 1 1 Max Horz 7=57(LC 7) Max Uplift 7=-115(LC 6), 3=-57(LC 10) Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5) ob Reference o lional 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-sA3lc931v4pph6Ry2gbclHyF9K5WxgvNT4JnOOz3hy9 150 423 1-5-0 4-2-3 II 2x4 11 4 2x4 Scale = 1:13.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BOLL 0.0 ' BQDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.32 BC 0.15 WB 0.01 Matrix -P 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) 0.02 3 n/a n/a Wind(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, 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. that Stabilizers and required cross bracing lledduring truss erection, in accordance with Stabilizer [MisTestarecommends llation Ade. REACTIONS. (Ib/size) 7=345/0-7-6, 3=134/Mechanical, 5=42/Mechanical Max Horz 7=57(LC 7) Max Uplift 7=-115(LC 6), 3=-57(LC 10) Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-321/106 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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 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=lb) N90 L/C 7=115. Fjv �.so0 9 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 1 Ib down and 6 Ib u al 2-9-8, O P PP O p O ' SOOnj ••.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 O �2 others. ZO 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 1 LOADCASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) 0� ; C� Vert: 1-2=-80, 2-3=-80, 4-7=-20 �` •••• \� Concentrated Loads (lb) Ss�ON Vert: 10=1(F=1, 13=1) June 2322017 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE.Y'! r i e c 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 14! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingq:1 �I¢Iri is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek• - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-99 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/deg L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 850925766 725A_FTC GL L7 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 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 Scale= 1:13.3 2x4 2x4 11 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 B DL 10.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.00 7 >999 240 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 8=240/0-5-8,6=137/Mechanical Max Horz 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. Structural wood sheathing directly applied or 3-0-0 oc puffins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. c°690 L5M :•''� sOpN 'sc UO O�e PE -44018 s csS/ONAa June 23,20 7 C4�3' U14 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTekO 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN 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 CSI. Ply 725A PC850925767 PLATES GRIP (Roof Snow=30.0) TQty TC 0.27 Vert(LL) -0.01 5-6 >999 360 LB Jack -Closed 1 BC 0.12 Vert(TL) -0.02 5-6 >999 240 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 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-oYAV1r51Ri3XwPbL9Fd4OilbN7nRPkBgxOotTvz3hy7 1-0-0 3-11-11 9JA 2x4 I 2x4 114 Scale= 1:14.9 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 TOP CHORD 2-7=-263/60 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 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 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a 0 Lit". BCLL B DL 0.0 100 Code IRC2012/TP12007 •••••SO0�%• . Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20 LUMBER- PE -44018 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 bIte installed during truss erection, in accordance with Stabilizer stallation 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 II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3.,?,Pp 0 Lit". •••••SO0�%• . moo 02 ;U PE -44018 ON�v June 23,20 17 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. f Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not _ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall %r, I' - ''feat 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 oftrusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiohts. CA 95610 - Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 850925768 725A_FPC_GL L9 Jack -Closed 4 1 Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference footionall 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 -1-0-01-11-11 1-0-0 1-11-11 2x4 2x4 11 5 Scale = 1:11.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fFP12007 CSI. TC 0.10 BC 0.03 WB 0.00 Matfix-P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell L/d -0.00 6 >999 360 -0.00 5-6 >999 240 -0.00 3 n/a n/a 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Horz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=205(LC 15), 5=33(LC 5), 3=59(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) 6, 3. :C00 PE -44018 OSON � June 23,20 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat �I i P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IR v V e a t 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 LaneV;f i Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Mt-Nei.mk cn cRRtn Job Truss Truss Type Qty Ply 725A PC (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 850925769 [1-h 725A_�C_GL M1 Monopitch 2 1 -0.00 1 n/r 120 TCDL BCLL 10.0 0.0 Rep Stress Incr YES WB 0.00 Reference (optional) Alpine Lumber Co., Commerce City,C0.60022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:39 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-GlktEB6wC?BNYZAXjy9JwwapnX8E8Btg92YR?Lz3hy6 -1-0-0 I 1-6-0 1-0-0 1-6-0 3x9 11 2x4 11 3x4 = Scale = 1:10.4 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 1 n/r 120 MT20 185/144 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 TCDL BCLL 10.0 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 7 lb 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 illation guide. Max Hoa 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. 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) 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ILMI -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 properly 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. �4P00 LI�F2 c>�\•'''� SOON • ,sFO O z0 02 ;U PE -44018 June 23,201 10 MiTek' ie 7777 Greenback Lane Suite 109 Cit Heights. CA 95610 Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 850925770 725A_PC_GL M2 Monopitch 6 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud Job eference o do al 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 I D: S4VXX Kq_apam_nYJxUgElurtOri-G IktE B6wC? B NYZAXjy9JwwapnX8H8Btg92YR?Lz3hy6 1-0-0 1-6-0 4x6 = 6 3x9 3x4 = Scale= 1:10.4 LOADING (psf) TOLL 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 0.10 BC 0.01 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 6 >999 360 0,00 6 >999 240 -0.00 8 n/a n/a 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 7 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc pudins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6, 8. plate be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 6=192/0-5-8,8=-3/0-1-8 U1.% illation guide. Max Horz 6=46(LC 7) PE44018 Max Uplift 6=-33(LC 10), 8=-22(LC 14) • .. �� Max Grav 6=192(LC 1), 8=19(LC 5) ON June June 23,20,17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. Ll 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6, 8. plate �Q :. SO 0�.:s�Q U1.% SUO PE44018 • .. �� ON June June 23,20,17 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MrrekO 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 Nd 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 - ItL . fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 - Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 850925771 725A ISC_GL P1 GABLE 2 1 MT20 185/144 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 Job Reference (optional) 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 W6YzJJE9jljHggYT76rsx0ptYYzOiH_Xoz3hy5 -1-0-054-7 10-0-0 100 547 479 Scale = 120.9 5x10 3x4 - 3x4 II 19 3x4 = o d N 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 0.66 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 2-7 >986 240 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 19 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/rP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 38 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=586/0-3-8, 19=456/0-1-8 Max Horz 2=111(LC 7) Max Uplift 2=141 (LC 6), 19=-84(LC 10) Max Grav 2=623(LC 15), 19=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/158,3-4=-1201/210 BOT CHORD 2-7=-176/1109 WEBS 3-7=-475/163, 4-7=-207/1121 Structural wood sheathing directly applied or 4-10-10 oc puffins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except (jt=1b) 2=141. r p,DO LISoo/y kUU'G U a) ; PE -44018 Fss�ON June ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek0conneclors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 .. Job Truss Truss Type Qty Ply725A PC LUMBER- �P2 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 850925772 725A_PC_GL Monopitch 7 1 2x4 SPF No.2 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom Cly except end verticals. WEBS 2x4 HF Stud Job Reference (optional) 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-kxlGSWSYzJJE9jljHggYT76rsx0ptYYzOiH Xoz3hy5 -1-0.0 5-4-7 10-0-0 1 5-4-7 4-7-9 Scale = 1:20.9 5x10 3x4 = 3x4 II 9 3x4 = LOADING (psf) TCLL 30.0 1 (Roof Snow=3 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 0.66 BC 0.44 WB 0.42 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.06 2-7 >999 360 -0.12 2-7 >9116 240 0.01 9 n/a n/a 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 34 lb FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SPF No.2 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom Cly except end verticals. WEBS 2x4 HF Stud pcapacity r':'.PE-44018 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 illation ouide. 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; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. If; 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 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 Cly chord and any other members.F9 'oint 2will s 9 considers arallel to rain value usin ANSI/TPI 1 an le to rain formula. Buildin desi ner should veri 1 () P 9 9 9 9 9 9 fy••7 Bearin at bearing pcapacity r':'.PE-44018 of surface. Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. •8) 09) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb)2=141' June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 u, Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 725A PC SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP (Roof Snow=30.0) 850925773 725A PC_GL S1 Monopitch Supported Gable 1 1 BC 0.04 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-D-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 = 2x4 2x4 3x6 I Plate Offsets (X Y)-- 12:Edge.0-1-61,[2:0-1-13 0-6-11 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rTP12007 Matrix -P 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. (!b/size) 5=16/4-0-0,2=209/4-0-0,6=24114-0-0 Max Horz 2=79(LC 7) Max Uplift 5=-B(LC 9), 2=-72(LC 6), 6=-60(LC 10) Max Grav 5=19(LC 15), 2=21O(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 ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1 oc. L/C 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. O PDO 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 �...... �. . . SOON -% will fit between the bottom chord and any other members. ��� O 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. �O O� : PE -44018 .... FSs�ON June 23,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ..a,....._.�_.�.....,o._�.».. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane. - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus He' hts CA 95610'+, Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 850925774 725A_FTC_GL S2 Jack -Closed 3 1 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. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:41 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-D7sefs7AkdS5ntKwgNBn?Lf7VLnUc5N6dM1Y4Ez3hy4 -1-0-04-0-0 1-0-0 4-0-0 Scale= 1:12.4 3x4 = 2x4 11 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 0.0 1 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.21 BC 0.22 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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) 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 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) 6, 2. 0 Llc,- O�pkD ;.•'••SOON V4 • ;`rF0 O �O 02 0 • U t7 PE 44018 June 23,2017 A WARNING - Verily, design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts, CA 95610 Job Truss Truss Type Qty Ply 725A PC (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 1-3 >999 360 850925775 725A_PC_GL S3 Monopitch Girder 1 n L 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a bof rence (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 ID:S4VXXKq_apam_nYJxUgEturtOri-hKQOsC8oVwayP1 v605i0YYCJ418gLYcGsOm5cgz3hy3 4-G-0 4-0-0 , Scale = 1:12.4 4x6 = 3x6 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 0.16 Vert(LL) -0.01 1-3 >999 360 MT20 185/144 TCDL 10.0 1 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.01 1-3 >999 240 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 B DL 10.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.00 1-3 >999 240 Weight: 31 Ib FT=20% LUMBER- 00,4 BRACING - ��NO0 TOP CHORD 2x4 SPF No.2 Q� •••500 ��• TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x8 SPF 195OF 1.7E .1O C LOAD CASE(S) Standard except end verticals. WEBS 2x4 HF Stud PE -44018 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=1732/0-5-8,3=895/Mechanical ' Concentrated Loads (lb) Vert: 1=-1135(F) 5=-1128(F) 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. 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 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 Qt=1b) 1=231,3=134. 00,4 ��NO0 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1135 Ib down and 152 Ib up at Q� •••500 ��• 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 Ci : O N responsibility of others. .1O C LOAD CASE(S) Standard ' U 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 PE -44018 Uniform Loads (plf) -O 0• Vert: 1-2=-80, 1-3=-20 ' Concentrated Loads (lb) Vert: 1=-1135(F) 5=-1128(F) June 23,fO17 ,& 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 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 04Y9QGEipOBUlyoDF5mkP?8Sv4 PP4gWe86z3hy2 5-11-8 { 11-0-0 5-11-8 5-0-8 5x6 = 2 Scale = 1:19.8 4 3x4 i 2x4 1 3x4 = 6 u% LOADING (psf) Truss Truss Type Qty Ply A PC F125A_k_Gl_ PLATES GRIP TCLL 30.0 �JobSReference 850925776 TC 0.47 V1 Valley 1 1 Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 (optional) 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 04Y9QGEipOBUlyoDF5mkP?8Sv4 PP4gWe86z3hy2 5-11-8 { 11-0-0 5-11-8 5-0-8 5x6 = 2 Scale = 1:19.8 4 3x4 i 2x4 1 3x4 = 6 u% 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 0.47 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Weight: 29 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud k rends that Stabilizers and required cross bracing [bn.t.I11c0dm1M.r?,ngtruss erection, in accordance with Stabilizer llation uide. REACTIONS. (Ib/size) 1=250/11-0-0, 3=234/11-0-0, 4=554/11-0-0 Max Horz 1=45(LC 9) Max Uplift 1=-50(LC 10), 3=-56(LC 11), 4=41 (LC 10) Max Grav 1=256(LC 14), 3=242(LC 15), 4=554(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-392/100 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) 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. so 0,4v..000 •sc 0 o: PE -44018 Fss/nnl � N� June 23.2017 ,& WARNING - 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 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®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 725A PC in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 850925777 725A_I;C_GL V2 Valley 1 1 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 ob Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.110 s Apr 13 2017 MiTek Industries, Inc. Thu Jun 22 14:56:43 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-9W 04Y90GEipOBUlyoDF5mkV78Tm4?sP4gWe86z3hy2 2-7-8 5-3-0 278 278 3x4 = 2x4 i 2x4 J Scale = 1:11.0 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 0.08 Vert(LL) n/a n/a 999 MT20 197/144 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 BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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)=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) 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. o�o�Po 0 Ll o •SO PE -44018 a' � )eess;QN June 23.2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Y- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+ �/ 9 if�U1 id 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 Landil<uilding Di 'IS' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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Sm �� m n o m n - m m N C JW ca• xfD n Q g� � a m.. o -� .0 �� aID m� yc o �. m oCD "y ad nm 2 0 `o o 2 O Fp 5 3o '$ c o m� n ? N �^ �� 3 (D mCD ID y< 3� m� (D a C "O N 'O S J n DJ n O S tD D- m a n (D N T Ci O N <n N m 0 N n� O C O 3 Nl (U 3 l y a -Y N August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 8, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 rel JA• I N C O R P O R A T E D I\ 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 feet of interlayered clay and sand, 3 feet of sandy gravel, and 11 feet of clayey gravel underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 19.8 feet. The clayey soils and bed- rock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracki 11 acceptable. Further details are described in following paragraphs. ary or Wheat Ridge 1971 West 1211 Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.2 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 8, 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 I THOMPSON, City of Wheat Ridge REMINGTON HOMESBuifdirtg Diviso ' QUAIL RIDGE ESTATES •3 LOT 8, 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 Engineers' (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 Surchar a Representative Percent Swell* 1000 psf Surcharge)_ Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 Note: I he representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. rity ^"Gufor Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Assoclir-eat Ridge tion of Geotechnical Engineers, December 1996. \Buiiding Divison REMINGTON HOMES Exhibit A-1 of QUAIL RIDGE ESTATES CTL � T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Report s\R1\DN47957.001-120-Rt.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of Wheat Ridge Building REMINGTON HOMES Exh - QIJAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\479001DN47957.001\120\2. Reports\Rt\DN47957.001-120-Rt.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. REMINGTON HOMES QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc City of (Wheat Ridge Building Divison ,) Exhibit B-=` 41Co rq — ro 0 C) in 0 0 �- yr yr 00 V) X4l >% 0) 1. 4, CO N U-) (N 0 0 V— W L.w $A D GJE LULU 4W IA LU cu IA Ul 0 Ln C C� E m I 0 'a a C 0 CP (K)< -V CU U 0 -C > 0 16 g) — (U 2 li ='-i V) 0 LLI 21 Ol X r- a) c 0 0 Em rn 0 — vn u ry) .&� 0 Qj a)0) -J C) >,Oo 00 -j 00 >1 I rN 4#%— c U C: U U -a 0 O)o m M al Lu 0 c u E -6 Lp>, 4� E *W W %,�. m > 7 m > , 0 E 0 CO CL ON co a 0 m " o E E 0 5 < 0 t rn E 0) cc) > G) co Ln V) to 0 �,D 0 -0 o 21 im Cn LU Ln X Ln 0 x Ln c .0 m z co 6 mo .2 c LIJ LIJ co (N ric cc w w a- m UN 41Co rq — ro 0 C) in 0 0 �- yr yr 00 E 2P E M. � J." V) >% 0) 1. 4, CO N U-) (N 0 0 V— W L.w $A D GJE LULU 4W IA LU cu IA Ul 0 Ln C C� E m I 0 'a a C 0 CP (K)< -V CU 0 -C > 0 16 g) — (U 2 li ='-i V) 0 E 2P E M. � J." L.w LULU < r'4 rO LLI 21 I rN c U v U U m C) c U') m M U - < C) CL E E E- 5 < 0 J) V,) 0 -0 o I U-mcc, 1) 'T .0 .2 WQy 0 > 0 :n 0 z E 0 C, m E 2P E M. � J." ENERGY STAR V3 Home Report Property Organization Remington Homes EnergyLogic 5282 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. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete, nergyLogic aaaw ds. ��aam�, aa,. •. n. HERS Index Target Reference Horne 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 (MBtu / yeas) 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 $/yr Type of Emissions Reduction Heating 116 Carbon Dioxide (CO2) - tons/yr 3.0 Cooling 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 the existence of mechanical systems may have been changed prior to calculating loads VVheat Ridge i3uilding Divison IECC 2012 Performance Compliance Property Remington Homes 5282 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 Cooiing 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 nergyLogic OnglYsls. Fntignl. gns�rit 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 5.7% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor _ Mandatory Checklist X As Designed Design exceeds requirements for IECC 2012 Performance compliance by 5.7%. Name: Organization: Peter Oberhammer EnergyLogic Signature: At, lSz../� Date: Jun 21. 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1712 IECC 2012 Performance compliance results calculated using Ekotrope"s energy algorithm, which is a RESNET Accredited IECC Rating Tool. $641 $132 $153 $927 $783 $0 $1,710 City of eat Ridge 09 Divisor Building Summar} nergyLogic Property Organization Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Unconditioned, attached garage? Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 1 General Building Information Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location BsmUGarage Un R-19 Draped Full 1 7 37.2 Exposed Exterior Conditioned Space BsmUGround Unfinis R-19 Draped Full 1 7 124.8 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 N/A [VA Yes 19 Name Librarylype Perimeter Bsmt Unnsulated 162 Floor Grade Carpet R Exposed Surface Area Masonry Area Location Interior Shell Location Below Grade 123 0 1,096.0 sq. ft. Exposed Exterior Conditioned Space Name Wall Construction Slab Completely Underslab Insulation Perimeter Insulation Perimeter Insulation R R Type Insulated. 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 Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location BsmUGarage Un R-19 Draped Full 1 7 37.2 Exposed Exterior Conditioned Space BsmUGround Unfinis R-19 Draped Full 1 7 124.8 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 N/A [VA Yes 19 Name Librarylype Perimeter Bsmt Unnsulated 162 Floor Grade Carpet R Exposed Surface Area Masonry Area Location Interior Shell Location Below Grade 123 0 1,096.0 sq. ft. Exposed Exterior Conditioned Space Name Wall Construction Slab Completely Underslab Insulation Perimeter Insulation Perimeter Insulation R R Type Insulated. Width [ft] Depth [ft) Value Unlnsulated tWoodFrame I Other No D 0 0 0 I/ City of 'Wheat Ridge 3uitdirg nivisnn . Building Summary Surface Area Location Interior Shell Location R 19.0 223.5 sq, ft. Exposed Exterior nergyLogic Property Organization '"""•'` ""9" """•" Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Back 2x6 2x6 R23 16" OC Wheat Ridge, CO 80033 0-9 Inspection Status Medium 761.5 sq, ft. Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington space Front 2x6 2:x6 R23 16" OC 0 Framed Floor 0.75 Medium 529 0 sq. ft. Name Library Type Carpet R Floor Grade Surface Area 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 Space Garage 2x6 Garage 12" R50 16"OC BF GI 1.23 Above Grade 429.7 sq_ ft. Unconditioned, attached Conditioned Space Exterior cant Medium 334.5 sq. ft. garage Framed Floor Library List Name 12" R50 16"OC BF G1 Exterior cant I Rim Joist' Name Ambient Garage R 46.08006 Library Type Surface Area Location Interior Shell Location R 19.0 223.5 sq, ft. Exposed Exterior Conditioned Space R 19.0 37.2 sq. ft- Unconditioned, attached garage Conditioned Space Rim Joist Library List Name R 19 0 19 Name Library Type Common Wall Emittance Solar Surface Color Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 0-9 0.75 Medium 761.5 sq, ft. Exposed Exterior Conditioned Blown Fiberglass space Front 2x6 2:x6 R23 16" OC 0 0.9 0.75 Medium 529 0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 334.5 sq. ft. Unconditioned, Conditioned Blown Fiberglass attached garage Space Left 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 623.5 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 521 5 sq. ft Exposed Exterior Conditio` P Blown Fiberglass Space ` tliidinq Divisoh Building Summary nergyLagc Property Organization °"°`"''' Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Ft To Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Area Miall Library List Name R 2x6 R23 16" OC Blown 18.49835 Fiberglass Glazing Name Library Wall Basemen OverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatic Surface Location Interior type Assignme Wall Deptti Ft To Top Ft To Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 .301.30 Back 2x6 0 0 -__ 0 _.-_ 0-85 - -------- --- _.--.---- 0.7 1 1 East 235.5 sq. Exposed Conditione ft. Exterior Space Back bsmt .301.30 BsmtlGrou 0 0 0 0-85 0.7 1 1 East 40.0 sq. Exposed Conditone Un6nis ft. Exterior Space Front 2x6 .30/.30 Front 2x6 0 0 0 0.85 0.7 1 1 West 123.8 sq. Exposed Conditlone ft. Exterior Space Left 2x6 .30/.30 Left 2x6 0 0 0 0.85 0.7 1 1 North 42 5 sq. Exposed Condition ft. Exterior Space Left bsmt -301.30 Bsmt/Grou 0 0 0 0.85 0.7 1 1 North 40.0 sq. Exposed Conditione Unftnis ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 South :,3-5 sq Exposed Condn one ft. Exterior Space Glazing Library List Name 30/ 30 Shgc R 0.3 Skylight None Present Skylight Library List None Present 3.33333 City of V/heat Ridge ponding Divisor„ Building Summary (9nergyLogic Property organization ..a,,.r= payer. Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Wheat Ridge CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Name Library Type Wall Basement Wall Emittance Solar Surface Calor 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 ft. Exposed Conditioned Exterior Space Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq_ ft. Exposed Conditioned Entry Exterior Space Opaque Door Library List Name R 5 Garage Entry R 6.6 no storm R 5 6G Roof Insulation Name Library Type Roof -Deck Clay or Emittance Solar Surface Color Surface Area Location Interior Shell Area [sq. ft.] Concrete Root Absorptance Location Tiles flat R-50 BF 24" oc 1,537 No 09 0.9 Dark 1,537.0 sq, 11 Attic Conditioned Space Roof Insulation Library LIsW-1 Name Has Radiant Barrier R R-50 BF 24"oc Conditioning Equipment Name Library Type Air conditioner (3) 13SEER/42BTU 3.5 ton Fuel -fired air 92.1 AFUE / 100K distribution (1) Water Heating (2) w62 EF 176 RE 150g No 5068123 _ y Heating Percent Load Cooling Percent Load Hot Water Percent Load 0% 100% 0% 100% 0% 0% 0% 0% 100% Lath' ty" b`V�ear f-�rt�ge Divisors. %anergyLogic Property organization Remington Homes EnergyLogic 5282 Quail St Peter0berhammer Wheat Ridge , CO 80033 Inspection Status 50 Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Equipment Type: 13SEERf42BTU 3.5 ton A Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity fkBtu/hj 42 Equiptpent Type; 92.1 AFUE / 100K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92,1 AFUE Heating Capacity [kBtu/hi 92 Use default EAE No EAE [kWh] 878 Equipment Type: w62 EF / 76 RE 1500 Fuet Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal-) 50 Hot Water Capacity fkBtulh] 40 Recovery Efficiency 076 Whole House Infiltratid Infiltration Measurement Type 3 ACH at 50 Pa Blower -door tested Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Feet I Minute] Exhaust Only 64 24 Lighting % Interior Efficient Lighting 100 % Exterior Efficient Lighting' 0 Shelter Class Fan Watts Runs once every three Energy Recovery Percent hours 15 % Garage Efficient Lighting 0 Yes 0 07 City of JAW,'heat Ridge '""Ing Divisn, Property Organization Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington r Onsite Generation None Present Onsite Generation Library List None Present Solar Generation None Present Sour Generation Library List None Present Inspection Status Results are projected (nergyLogic City of Wheat Ridg, Building Summary (E)nergyLogic Property organization '"""'' ""'"` •""•" Remington Homes EnergyLogic 5282 Quail St Peter Oberhammer Wheat Ridge, CO 80033 inspection Status Sq_ Feet Served Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 19 Distribution System Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) tooling Equipment Air conditioner (3) Sq_ Feet Served 3320 9 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 @ 25Paj 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 Ceiling Fan Has Ceiling Fan No _ Cfm Per Watt 100 Water Distribution Water Fixture Type Low -flow Use Use Default Hot Water Pipe Length No Hot Water Pipe Length [it] 75 At Least R3 Pipe Insulation? No Hot Water Recirculation System? Drain Water Heat Recovery? No No till' of Wheat Ridge uildino Property Organization Remington Homes EnergyLogic 5282 Quail St Peter0berhammer Wheat Ridge , CO 80033 Inspection Status Gas Rate Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 0.80737 Clothes Dryer Fuel Type Electric Cef 2-61739 Field Utilization Timer Controls Clothes Washer Label Energy Rating 487 kWhiYear Electric Rate $0-08/kWh Annual Gas Cost $23.00 Gas Rate $0.69/Therm Capacity 12 Imef 0.80737 Kitchen Appliances Dishwasher Size Dishwasher Energy Factor —,Standard — 0:67 RangetOvon Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhNear Notes "-"-n le rgyL o g i c Specifications Comments - Single Family - DTS Comments based on Specifications Dated 6/13/17 Comments Per Category: Appliances: • Looks great! Decks/Patios: • Once rooftop patio specs have been finalized, add to spec sheet Doors Interior: • Don't see an option for 8 foot SC and HC doors Drywall: • Couple of the new structural options include 3 car garage, might want to increase the price of this option to cover if either was selected or add another option. Electrical: • Spec shows the bedroom lights in master, 2 and 3 — Might want to add the model name/number on the lighting package call outs Hard Surfaces: • Assuming granite standard in the tech centers on 802 and 803 plan? • Flooring looks correct Heating/AC: • At CCC, the HVAC contractor installed the Infinity thermostat on all the homes due to the 98% efficient variable speed furnace, they said they had to do it. That the case here? Interior Trim Material • Half — Wall standard on all the stairs? Landscaping 0 Add to specs once finalized Place ceiling return 10'0" away from the water heater. Bsmt RA,8",155 CFM,Grille:12x12 SR -340,6",74 CFM,Reg:10x4 \ I SR -320,6",74 CFM,Reg:10x4 SR -330,6",74 CF ,Reg:10x4 Smith & Willis 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 BELOV SUPPLIED BY A 2ND 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 Y. 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 1N 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 Basement Remington Homes Quail Ridge 5282 Quail St. North Page: 8.5x11 " Scale. /8" = 1'0" Smith & Willis i i i i 11'0" of 14x1 " Smith & Willis 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 BELOV SUPPLIED BY A 2ND 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 Y. 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 1N 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 Basement Remington Homes Quail Ridge 5282 Quail St. North Page: 8.5x11 " Scale. /8" = 1'0" Smith & Willis Manual S Remington Homes Quail Ridge 5282 Quail St. NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = 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 Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) 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 duds 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 supplymain trunk include anydevice pressure losses entered, and the cumulative mayalso include the total static pressure loss ofthe return side. Summar Number of active trunks: 28 Number of active runouts: 24 Total runout outlet airflow: 1,356 Main trunk airflow: 1,353 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter 7 SR -170 Smallest trunk diameter: 12.9 ST -290 Smallest runout diameter: 4 SR -100 Supplyfan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supplyfan static pressure available' 0,530 Runout maximum cumulative static pressure loss: 0.361 5R-340 Return loss added to supply: 0.056 Total effective length of return ( ft.): 180 3 Main High Total effective length of supply( ft): 176.7 SR -340 Overall total effective length ( ft) 357.0 Main High to SR -340 Design overall friction rate per 100 ft.: 0148 (Available SP x 1001TEL) System dud surface area (No Scenario): 820.4 Total system duct surface area: 820.4 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency040-10 Return Air Connection 1 _T040.1y Cooling Tons [ 060---J--0614VV080-16 � Test Airflow Delivery @ Various External 8 0.1 0.2 0,3 0-4 0.5 0.6 0-7 Latic Pi @ssures 0.8 0.9 1 1 - 0.20 1 100-16 1 100-20 120.20 Input 1High Heat (BTJH) 40,000 40,000 60,000 60,000 80,000 80,000 100,000 100,000 120,000 Output lHigh Heat (b I UH) 37,000 1 37,000 56,000 56,000 1 75,000 75,DOD 1 93,000 93,000 112,000 Certified Tempera urs Rise Range IF (*C) High Heat 40-70 (22-39) 35-65 (19-36) 40-70 (22-39) 35-65 (19-36) 35-65 (19-36) 35 - 65 (19 - 3 4U - 70 (22-39) 40-75 (22 - 39) -75 (25 - 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN NNTFH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM.' Ton Test Airflow Delivery @ Various External 8 0.1 0.2 0,3 0-4 0.5 0.6 0-7 Latic Pi @ssures 0.8 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 BW 785 -080 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2-0 385 910 880 845 810 770 725 675 600 535 475 Red 11.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 1 30 3135 1 1215 1205 1205 1195 1155 1100 1045. 975 910 8051 Blue 2-5 370 980 985, 980 955, 925, 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 lRed 545 I 1.5 430 750 730 705 680 645 606 555 040-12 SIDEjBOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 25 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760, 705 655 Blue 2-0 435 980 955 935 905 870 830 780 725 675 625, Red 1.5 4371 7201 705 690, 675 655, 625 590 555 525 485 G6G-16 SIDE/BOTTOM Black 4D 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 138D 1340 1335 1330 1320 1285 1225 1155 1085 1000 Bwe 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 �Red 2-5 394 1030 1025 1030 1010 985 940 905 855 805 73k 080-16 SIDE/BOTTOM Black 4-0 389 1650 1620 1640 1605 1E55 1495 14251 1:345 125-7 1 165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 10151 Orange &D 383 1 1205 12051 1185 1165, 1150 1100 1055 10001 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 08C120 BOTTOM or TWO-840ES 4,5 Black 5-0 377 2225 2160 2070 1960 1885 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 T1455Orange 3.5 397 1485 1_0 1�1430 13901 1340 1280 1205 1120 1035 Blue T 2.5 426 1120 1110 1100 1090 1065 1 103.5 990 S35 870 805 Red T-- 2-0 4331 940 9201 910 8901 8651 830 790 745, 690 625 100 16 SIDE/BOTTOM Black 4.0 373 1715 1:60 1610 157' 14{10 1 1420 1340 1245 1150 1065 Yellow 3-5 379 1535 1480 1435 1380 1325 1260 111 K 1 OGS 1010 910 B 0-e &D 37- 367 1300 1255 1205 1160 1100 1035 970 gos aio 730 Red 2.0 445 1110 1055 1005 955 890 835 77() 690 610 535 100-20 BOTTOM or TWO -SIDES 4.5 8-fack 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 155-51 1425 Yellow 5D 367 2090 2040 1980 1910 1835 1755 1670, 1570 1460 1340 Blue 4,0 4161 1850 1815, 1775 1725 1665 1600 1525 1435 1335 1225 Red 35 421 1580 1550 1540 15151 14751 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4.5 IBlue lRed Black 5-0 410 2385 2310 2230 2150 20501 1920 1780 1650 1540 1415 Yellow 5D 3,69 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 1 4-0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1205 1 3-5 414 1610 1585 1555 1515 14501 1395 1325 1250 716-0 1,` NOTE: 1. A filter is required for each return -air inlet. Airflow performance includes a 314 -in 119 mm) washable fitter media such as contained in a factory -author- ized accessory fatter rack. See accessory Not. To determine airflow perlormarace without this filter, assume an additional 0.1 in. WC. available external static pressure. 2. ADJUST THE SLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION_ 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, tura-side return, or bottom and aide return. A minimum filter size of 20" x 25' (506 x 635 mm) is required. 5. For upflow applications, ak entering from one aide into both the akle of the furnace and a return air base counts as a side and bottom return. 6. All airflows that are shown in BOLD exceed 0-58 wads per CFM at the given external static pressure. COs N loe Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in wc.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 900 1 1000 11100 1 1200 1 1300 r17M 1500 1 1600 11700 1 1800 1 1900 2000 21� 2200 Dry 1814 0.07$ 10.114 10,156 10.198 10.253 0.096 1 0.138 0.183 0.213 0.277 Dry 2414 0.070 0.103 0.143 0.182 10= 0290 0.354 Wet 0.089 10,128 10.171 10.214 10.269 0.336 0.413 Dry 2417 O'G48 0.068 0.090 0.112 0.140 0.170 0.203 Wet0.064 10.091 10.122 10.1,50 JOA88 0.224 0263 Dry 3014 OM5 10M7 10135 10173 10.223 10.278 0.339 10.40 10.478 Wet 0.078 0.114 10.160 10.206 10260 1 0.321 1 0.388 1 0.461 0.540 Dry 3017 0.042 1 0.060 0.080 0.102 10.128 10157 1 0.1&8 0.222 10,259 WJtt 0.055 10.076 10.104 10.127 10.158 10.190 0.225 0266 10.309 Dry 3617 0.043 10M1 10.082 10.103 10.128 0.157 10.189 10.221 10.259 10.299 10.341 13617 Viet 0.056 10.079 10.107 10.133 10.166 10200 1 0236 0.276 10.315 10.361 10.413 Dry 3621 0.035 10.049 10M2 10.076 10.09a 10.111 0.132 1 0.153 0.177 0201 10.228 Wet 0.049 10.066 10.085 10.100 10.122 0.144 0.1710.192 0.217 0.245 10.276 Dr 4221 0.030 0.041 0.054 0.066 0.082 0.099 0.118 0.137 0,158 0.180 0205 0.231 0259 T4221 yy 0.043 1 0.059 10.078 10.101 10.126 10.153 10.181 1 0.207 10.234 10.260 10.288 10,319 10,354 Dry 4821 0.047 10.060 0.0750.092 0.110 0.130 0.152 0.178 10.204 10.230 10,256 10.294 10.318 14821 wet 0.053 10.067 10.085 JOA04 10125 1 0.147 10.172 10.200 10.228 10.259 0.292 1 0.327 10.365 Dry 4824 0.015 1 0.046 I 0.057 10,069 1 0.094 10.019 1 0.119 10,124 10.140 10.158 0.175 10.195 10.214 Yet 0.032 10.050 10.0% 10.09110.097 10.114 10.131 10.150 10.169 10.190 10.211 1 0.233 10.257 Dry 6024 1 1 1 10.062 0.073 0.084 1 0.047 0.111 10126 10.138 10.154 0.172 10.190 10.210 0228 10.251 0.273 0.293 T6024 Wet 0.082 I 0.096 10.112 10.129 10.145 10.163 10.171 10.191 10.212 10.235 10.258 0.283 10.310 10.336 10266 C-Ity a': �Nheat Rid, f�iviso� Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING Al 75 23.9 85(29-4) 95 35 CFM EW3 C) Capacity M3tUh Total Sens* Total System KV* Ca acity M8tuh TotalSenst Total System KWA* CA13NA036****C capacity MBtLh Total I Gens4 Outdoor Section Total System KWk Wdh CAP**4j� 72(22-2) 40.22 21-00 2-54 36.66 3.07 67(19,4) 36.61 25-73 2.51 35.00 25.05 2.76 33.29 2435 3.04 1050 63 (17.2)tt 34.02 2488 249 32-50 24.20 2.74 30-89 23.49 3-02 62 (16.7) 33.42 30.44 249 31.97 29.75 2.74 3045 29.01 3.02 57(13-9) 32.55 32-55 2-48 31.38 31.38 2.73 30.12 30.12 3.02 72(22-2) 40.90 21.97 2.60 39,11 21.31 2.85 37-20 20.61 3.13 67(19-4) 37.25 27-30 2-57 35.57 26.61 2.82 3380 25-90 3.10 1200 63 (17-2)tt 34.63 26-36 2.55 33.04 2.5.66 2.80 3138 24-94 3,08 62(16-7) 34.19 32.60 255 32.73 31.85 2.60 31.24 31.24 3-08 57 (13.9) 33.87 3387 2-55 32,61 32.61 2.80 21.27 31-27 3.08 72(22-2) 41.40 22-89 2.66 39.55 22.22 2.91 37.60 21.52 3.19 67(19-4) 37.72 28-79 2.63 36.00 28.11 2.88 34-19 27-39 3.16 1350 63 (17-2)tt 35.09 27.77 2.61 33.47 27.07 2.86 31-76 26.34 3.14 62 (16.7) 34.90 34-90 2-61 33-63 33.63 --2.86 3222 32-22 3.15 57 (13.9) 1 34,96 34-96 2-61 33.64 33.64 2.86 3223 32.23 3.15 Usable Capacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 24,741 BTUs 24,741/29,490 = .84 or 16% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24293 BTUs AHRI Used Item Model Type Model Number (Combined) Outdoor Model Number Indoor Made[ Number Tradename Outdoor Manufacturer Indoor Manufacturer Description Comment Nominal Capacity Nominal Capacity High Speed Nominal Capacity Low Speed SEER SEER High Speed SEER Low Speed EER EER High Speed EER Low Speed: Sound AHRI Reference Number Qualifying Tier Sensible Capacity Latent Capacity Compressor Warranty C o i I Warranty Parts Warranty Labor Warranty Microprocessor Warranty Value Standard Air Conditioner CA13NA03fi'—C CNPV'4221AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 5 years 5 years 5 years 5 years 34000 13 0 0 0 6395&82 34000 0 01 CIAN 01 I "Njoeak 0:,d9e Rhvac-Residenllal Commercial HVAC Loads LLL Elite Software Development, Ina Smith 8 Vyillis HVAC LLC Remington Homes -Quail Ridge - 5282 Ouait St Plan 725. Littleton CO 80125 Pae 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Designed By: McKennon Pill Project Date: Friday, May 19, 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 Representative: McKennon Pill Company Address: 8450 Rosemary St Company City: Commerce City, CO 80022 Company Phone: 303-688-4487 Company E -Mail Address: mpiil@smithandwillis.com Desi n Data Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature 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 Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,704 Volume (W) of Cond. Space: 29,601 Buildin ,Loads Total Heating Required Including Ventilation Air: 41,603 Btuh 41.603 MBH Total Sensible Gain: 24,741 Btuh 100 Total Latent Gain: -1,985 Btuh 0 Total Cooling Required Including Ventilation Air: 24,741 Btuh 2.06 Tons (Based On Sensible + Latent) Motes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 81h 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. 01 CCity s M:\ ...\Remington Ho ... age Left.rhv Friday, May 19, 2017, 9:34 AM ge On Rhvac - Residential & Light Commercial HVAC Loads EliteSottware Development, Inc, Smith & Willis HVAC LLC ® Remington Homes -Quail Ridge - 5282 Quail St. Plan 725 Littleton, CO 80128.. Pae 2 Miscellaneous Report System 1 System'1 Outdoor Outdoor Outdoor Indoor Indoor Grains I Input Data 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 -43.87 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height 0 in. 0 in. utside 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.tt. 7,766 Cu.ft./hr 6,802 Cu.ft./hr X 0.01167 X 0.0167 Total Building Infiltration: 129 CFM 113 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 17.21 = (1.10 X 0.823 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.56 = (0.68 X 0.823 X -43.87 Grains Difference) Infiltration & Ventilation 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) Smith & Willis HVAC LLC M, Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Scope Bulding System I Humidification Zone I 1 -Basement 2 Pwdr 3 -Laundry 4-Dining/Kitchen 5-Sludy 6-aeat Room 7-W/C 8-Mstr WIC 9. Mslr Bath 10 -Upper Bath 11 -Mosler Suite 12 -Bedroom 2 13 -Bedroom 3 14 -Upper Hall 15 -Crawl Space of room airflows may be greater than system airflow because Net IL'i Sen Lal Nell Sen His'. Cys Acll Duct Tont /Ton Area Gain __. Gan Gan 1_-J_. LosslI CFM CFM CFMi Size 2.06 1,704 3232 24,741 -1,985 24,741 41,603 792 1230 1230 2.06 1,704 3,232 24,741 -1,985 24,741 41,603 792 1230 1230 21220 2,042 3232 24,7411,985 24.741 39.561 792 1230 1.230 1606 912 1,905 -154 1,905 7,128 443 95 143 6,6,6 38 601 -109 601 1.054 21 30 30 5 82 999 -165 999 1.674 34 50 50 6 360 3,632 -397 3,632 4,128 83 181 181 7,7 142 2,067 -259 2,067 2,941 59 103 103 6,6 466 6,187 .557 6,187 8,975 180 308 308 7,7,7,7 23 359 41 359 4B4 10 18 18 4 B2 180 49 180 615 12 9 12 4 92 813 -114 813 1,412 28 40 40 6 68 66 0 66 93 2 3 3 4 256 2,762 52 2,814 2,457 49 137 137 7,7 174 1,868 44 1,912 2,368 47 93. 93 6,6 174 1,922 13 1,935 2,612 52 96 96 6,6 181 1,315 -205 1.315 2,428 49 65 65 7 182 65 -44 65 1,192 24 3 24 Not MDD: 141 City of t RI(jnc, Diviso, Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Page 4 Manual D Ductsize Data - Duct S stem 1 - Supply ---Duct Name, etc. f y,pe Roughness Diameter Velocity SPL. Duc Jpstream Temperature Width Loss/100 SP L, F1 ihape Length Height Fit. Eq.Len SPL.Tc, iizinp CFM Area SP.Avaii SPL.Cumu ---Duct Name: 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 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 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 Name: 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 Find 24.7 7.7 24.5 0.011 Presize 77 45.2 0.444 0.356 -Duct Name: SR -180, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.1 Runout 0.0003 7 288 0.003 Up: ST -400 55 5.4 0.022 0.005 Find 15.7 7.7 24.5 0.009 Presize 77 28.7 0.446 0.354 -Duct Name: SR -190, Supplies: Great Room, Fitting: 2-1, Effective Length: 51.8 Runoul 0.0003 7 288 0.004 Up: ST -310 55 5.4 0.022 0.007 Find 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 Runout 0.0003 7 288 0.003 Up: ST -190 55 5.4 0.022 0.006 Find 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 Name: 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 Find 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 Runout 0.0003 6 255 0.000 Up: ST -170 55 4.7 0.021 0.000 Find 0.7 6.6 0.0 0.000 Presize 50 1 0.455 0.345 --Duct Name: SR -240, Supplies: Pwdr, Fitting: 2-I, Effective Length: 21.5 Runout 0.0003 5 220 0.001 Up: ST -390 55 3.9 0.021 0.0 Find 6.5 5.5 15.0 0 Presize 30 8.5 0.451 349 ---Duct Name: SR -250, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 41.7 Runout 0.0003 7 337 :1�q,5t (3,57,i Up: ST -370 55 5.4 0.029 007 Find 16.3 7.7 25.4 012 Presize 90 29.9 0.443 City of at Ridge Ing DIVISOn1 -.� Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton.CO80125 Z Page5 Manual D Ductsize Data - Duct System i - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot .Sizing_ _ _ _ _ CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -260, Supplies: Dining/Kitchen, Effective Length: 16.3 Runout 0.0003 7 337 0.005 Up: SMT -100 55 5.4 0.029 0.000 Rnd 16.3 7.7 0.0 0.005 Presize 90 29.9 0.451 0.349 --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 Name: ST390, 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 Name: 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 Fact 0.8 10 0.0 0.000 Presize 484 4.9 0.456 0.344 --Duct Name: 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 Name: 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 Name: 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 Name: 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 --Duct Name: 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 Name: 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 Name: 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 Name: ST -200, 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 Name: ST -190, 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 Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Page 6' I Manual D Ductsize Data - DuctSystem 1 - Suppler cont' ---Duct Name, etc. hype Roughness Diameter Velocity SPL.Duci Jpstream Temperature Width Loss(100 SA ahape Length Height Fit. Eq.Len I Sizing CFM Area, x •„r. :;,r aa:e... SP.Avail SP I ---Duct Name: ST -180, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 Trunk 0.0003 16.9 214 Up: ST -200 55 25 0.005 Rect 0.8 10 0.0 Presize 371 4.9 0.455 -Duct Name: ST -170, Feeds Into: Basement, Effective Length: 2.5 0.000 Trunk 0.0003 16.9 Up: ST -150 55 25 Rect 2.5 10 Presize 212 14.6 -Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.0 0.000 Trunk 0.0003 16.9 Up: ST -350 55 25 Rect 1.0 10 Presize 40 5.8 --Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 16.9 Up: ST -360 55 25 Fact 0.8 10 Presize 212 4.9 -Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 135.1 Trunk 0.0003 22.4 Up: Fan 55 21 Rect 0.7 20 Presize 1,353 5.1 -Duct Name: ST -110, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 16.9 Up: SMT -100 55 25 Fact 4.0 10 Presize 445 23.3 -Duct Name: ST -120, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 Up: SMT -100 55 25 Fact 0.8 10 Presize 553 4.9 ---Duct Name: ST -230, Effective Length: 5.8 Trunk 0.0003 12.9 Up: SMT -100 55 14 Rect 5.8 10 Presize 265 23.3 --Duct Name: SR -320, Supplies: Basement, Fitting: 2-1, Effective Length: 36.8 Runout 0.0003 6 Up: ST -330 55 4.7 Rnd 15.3 6.6 Presize 74 24.1 --Duct Name: SR -330, Supplies: Basement, Effective Length: 11.5 Runout 0.0003 6 Up: ST -210 55 4.7 Rnd 11.5 6.6 Presize 74 18.1 --Duct Name: SR -340, Supplies: Basement, Fitting: 2-I, Effective Length: 37.6 Runout 0.0003 6 Up: ST -110 55 4.7 Rnd 16.2 6.6 Presize 74 25.4 --Duct Name: SR -100, Supplies: Mstr WIC, Fitting: 2-I, Effective Length: 13.6 Runout 0.0003 4 Up: ST -290 128 3.1 Rnd 1.0 4.4 Presize 12 1 ---Duct Name: SR -110, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 32.9 Runout 0.0003 6 Up: ST -280 55 4.7 Rnd 13.5 6.6 Presize 48 21.2 --Duct Name: SR -120, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 0.000 0.000 0.000 0.345 122 0.000 0.002 0.000 0.0 0.000 0.455 0.345 23 0.000 0.000 0.000 0.0 0.000 0.455 0.345 122 0.000 0.002 0.000 0.0 0.000 0.455 0.345 Runout 0.0003 6 Up: ST -270 55 4.7 Rnd 13.5 6.6 Presize 48 21.2 --Duct Name: SR -130, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 33.7 City of Runout 0.0003 6 Up: ST -250 55 4.7 Rnd 14.5 6.6 Presize 46 22.8 464 0.000 0.013 0.018 134.3 0.288 0.456 0.344 256 0.000 0.007 0.000 0.0 0.000 0.455 0.345 319 0.000 0.011 0.000 0.0 0.000 0.456 0.344 273 0.001 0.010 0.000 0.0 0.001 0.455 0.345 377 0.007 0.043 0.009 21.4 0.016 0.440 0.360 377 0.005 0.043 0.000 0.0 0.005 0.450 0.350 377 0.007 0.043 0.009 21.4 0.016 0.439 0.361 138 0.000 0.011 0.001 12.6 0.002 0.453 0.347 245 0.003 0.020 0.004 19.4 0.007 0.448 0.352 245 0.003 0.020 0.005 25.3 0.008 0.447 0.353 " City of 234 0.003 0.018 0.004 19.2 0.006 �c3t Ridge 0.449 0.351 ny Divisor Rhvac -Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC M Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton. CO 80125 Pae 7 Manual D Ductsize Data - Duct System 1 - Supply (contd) --•Duct Name, etc. Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq. Len SP L.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -140, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 42.5 Runout 0.0003 6 234 0.003 Up: ST -260 55 4.7 0.018 0.005 Rnd 14.5 6.6 28.0 0.008 Presize 46 22.8 0.447 0.353 --Duct Name: SR -150, Supplies: Upper Bath, Fitting: 2-I, Effective Length: 10.9 Runout 0.0003 4 34 0.000 Up: ST -240 55 3.1 0.001 0.000 Rnd 1.0 4.4 9.9 0.000 Presize 3 1 0.455 0.345 -Duct Name: SR -160, Supplies: Upper Hall, Effective Length: 3.0 Runout 0.0003 7 243 0.000 Up: ST -250 55 5.4 0.016 0.000 Rnd 3.0 7.7 0.0 0.000 Presize 65 5.5 0.455 0.345 -Duct Name: SR -270, Supplies: Master Suite, Fitting: 2-1, Effective Length: 40.5 Runout 0.0003 7 258 0.003 Up: ST -180 55 5.4 0.018 0.004 Rnd 16.7 7.7 23.9 0.007 Presize 69 30.5 0.448 0.352 --Duct Name: SR -280, Supplies: Master Suite, Fitting: 2-I, Effective Length: 40.5 Runout 0.0003 7 258 0.003 Up: STA 20 55 5.4 0.018 0.004 Rnd 16.7 7.7 23.9 0.007 Presize 69 30.5 0.448 0.352 --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 it 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 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 28 Number of active runouts: 24 Total runout outlet airflow: 1,356 Main trunk airflow: 1,353 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -170 Smallest trunk diameter: 12.9 ST -290 Smallest runout diameter: 4 SR -100 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.361 SR -340 Return loss added to supply: 0.056 Total effective length of return ( ft.): 180.3 Main High Total effective length of supply ( It.): 176.7 SR -340 Overall total effective length ( ft.): 357.0 Main High to SR -340 Design overall friction rate per 100 ft.: 0.148 (Available SP x 100 / TEL) System duct surface area (No Scenario): 820.4 Total system duct surface area: 820.4 City of sfeat Ridge DUI!C�iE1� DSV 15O'1� Rhvac- Residential & Light Commercial HVAC LoadsElite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725'. Littleton CO 80125 Page 8. Manual D Ductsize Data - Duct System 1 Return ---Duct Name, etc. Runout 0.0003 7 Up: RT -220 75 5.4 Type Roughness Diameter Velocity SPL.Ducl Upstream Temperature Width Loss/100 SPL.Fil Shape Length Height Fit. Eq.Len SPL.Toi Sizing GEM Area SP.Avail SPL.Cumul ---Duct Name: Island Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 Up: RT -220 75 5.4 Rnd 5.8 7.7 Presize 80 10.7 -Duct Name: Island Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 18.8 Runout 0.0003 7 Up: RT -270 75 5.4 Find 5.8 7.7 Presize 80 10.7 ---Duct Name: Main High, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 28.7 Runout 0.0003 12.9 Up: RT -170 75 14 Rect 0.8 10 Presize 537 3.3 --Duct Name: Main High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.8 Runout 0.0003 7 Up: RT -220 75 5.4 Find 3.8 7.7 Presize 80 7 --Duct Name: RT -270, Feeds From: Basement, Effective Length: 1.2 12 Trunk 0.0003 12.9 Up: RT -220 75 14 Rect 1.2 10 Presize 104 4.7 --Duct Name: 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 Name: RT -250, Feeds From: Basement, Effective Length: 6.2 299 0.001 0.023 0.003 12.9 0.004 -0.014 0.004 299 0.001 0.023 0.003 12.9 0.004 -0.014 0.004 552 0.000 0.036 0.010 27.9 0.010 0.000 0.010 299 0.001 0.023 0.003 12.9 0.004 -0.014 0.004 107 0.000 0.002 0.000 0.0 0.000 -0.018 0.007 387 0.000 0.016 0.000 0.0 0.000 -0.015 0.053 335 0.000 0.010 0.000 0.0 0.000 -0.017 0.055 Trunk 0.0003 15.2 444 0.001 Up: RT -210 75 20 0.020 0.000 Fact 6.2 10 0.0 0.001 Presize 617 30.8 -0.015 0.054 --Duct Name: RT -240, Feeds From: Basement, Effective Length: 5.3 18.6 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 18.6 Trunk 0.0003 18.6 Up: RT -230 75 25 Fact 0.3 12 Presize 777 2.1 -Duct Name: RT -230, Feeds From: Basement, Effective Length: 0.8 18.6 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 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-11, 5-M, Effective Length: 119.1 Trunk 0.0003 18.6 Up: Fan 75 25 Fact 0.5 12 Presize 1,356 3.3 -Duct Name: RT -110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 Up: RMT -100 75 25 Rect 0.8 12 Presize 1,012 5.1 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 Up: RMT -100 75 25 Rect 1.0 12 Presize 344 6.2 335 0.001 0.010 0.000 0.0 0.001 -0.017 0.055 373 0.000 0.012 0.000 0.0 0.000 -0.018 0.056 447 0.016 0.0 -0.018 127 0.002 0.0 -0.018 651 0.032 118.5 -0.018 486 0.019 0.0 -0.018 165 0.003 0.0 -0.018 0.000 0.000 0.000 0.056 0.000 0.000 0.000 0.007 0.000 0.038 0.038 0.056 0.000 0.000 0.000 0.056 0.000 0.000 0.000 0.007 Cit�Of I ;ing Divisen Rhvac - Resitlential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 W illis HVAQLLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Uttleton CO 80125 _ Pa e 9 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-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 -Duct Name: 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 Name: High RA, Returns From: Upper Hall, Fitting: 6-L, Effective Length: 16.9 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 Name: High RA, Returns From: Upper Hall, Fitting: 64, Effective Length: 16.9 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 Name: 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 Name: 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 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. .Summar" Number of active trunks: 14 Number of active runouts: 11 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 a 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.�Ulldin Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. -1ty of t Ridge biviSOrl Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Uttleton, CO 80125 _ _ Pae 10 Total Building Summary Loads mponenC' Area Sen Lat Sen Totah cti tlen Quart, Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door-Wood - Solid Core 41.8 577 0 209 209 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 2460.3 10,526 0 2,180 2,180 R11 Draped-4: Wall-Basement, Custom, R11 Draped 216.3 815 0 35 35 1613-50: 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 21A-32: Floor-Basement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more feet 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: 31,473 0 19,471 19,471 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter 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 Total Building Load Totals: 41,603 -1,985 24,741 22,756 Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,704 Volume (f 3) of Cond. Space: 29,601 Building-Loads Total Heating Required Including Ventilation Air: 41,603 Btuh 41.603 MBH Total Sensible Gain: 24,741 Btuh 100 Total Latent Gain: -1,985 Btuh 0 Total Cooling Required Including Ventilation Air: 24,741 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Pae 1.1 _System i System 1 Summary Loads DComponent Area Sen Let Sen Total Descri tion Quan Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door -Wood - Solid Core 41.8 577 0 209 209 RI Draped -9: Wall -Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped -B: Wall -Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2460.3 10,526 0 2,180 2,180 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 21A-32: Floor -Basement, Concrete slab, any thickness, 2 1094.1 1,510 0 0 0 or more feet 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: 31,473 0 19,471 19,471 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter 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 System 1 Load Totals: 41,603 -1,985 24,741 22,756 t#8. - Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,704 Volume (ft3) of Cond. Space: 29,601 Total Heating Required Including Ventilation Air: 41,603 Btuh 41.603 MBH Total Sensible Gain: 24,741 Btuh 100 Total Latent Gain: -1,985 Btuh 0 Total Cooling Required Including Ventilation Air: 24,741 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. t Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Sh & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St Pla n mn725 ttlelon CO 80125 _ _ _ Page 12 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'4221AL'+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 ����at R►d9e Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LlC ® Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Lrhleton, CO 80125 Page 13 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) Calculation Mode: Hig. & 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- Hig Sen Clg Lat Seri 'Descrition Quantity Value HTM Loss HTM Gain Gain E -Wall-Rt t 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 -Wall-R11 Draped -9 1 X 10.1 10.1 0.051 3.6 37 0.1 0 1 E -Wall-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 0 % S 20 0.300 20.7 414 34.1 0 681 S -GIs-Remington Window shgc-0.3 0 % S 20 0.300 20.7 414 17.7 0 353 E -GIs-Remington Window shgc-0.3 0 % S 20 0.300 20.7 414 34.1 0 681 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 'L1�P E Rl.lil: i Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC -C Remington Homes - Quail Ridge - 5282 Ou it St. Plan 725 Littleton CO 8072510 Page 14 Detailed Room Loads - Room 2 - Pwdr (Average Load Procedure) General Calculation Mode: Htg. & c1g. 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 Let Seril 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 O%S 12.5 0.300 20.7 259 34.1 0 426 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 eat R, i d c; e ling Divisor,,, Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC. LLC Remington Homes - Quail Ridge - 5282 Quail St Plan 725 Littleton, CO 80125 Page 15. Detailed Room Loads - Room 3 - Laundry (Average Load Procedure) �ent3�al 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 tuft. Req. Vent. CIg: 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 Let Sen' Desch tion Quantit Value HTM Loss HTM Gain Gain1 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-11D 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 N -GIs-Remington Window shgc-0.3 100%S 13.5 0.300 20.7 279 11.6 0 156 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 tlding �1visQr}� Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Ina Smith & Willis HVAC LLC Littleton C080125 Remington Homes - Quail Ridge - 5282 Qual1 St. Plan 725 Page 18 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 466.0 fl. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 466.0 sq.ft. Supply Air: 308 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 C?escri tion Quanti 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 -Wali-R23 6 X 10.1 36.5 0.062 4.3 156 0.9 0 32 N -Wall-R23 7.3 X 10.1 73.9 0.062 4.3 316 0.9 0 66 E -Wail-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-11 D 3 X 8 24 0.200 13.8 331 5.0 0 120 S -GIs-Remington Window shgc-0.3 0 % S 21.2 0.300 20.7 440 17.6 0 375 S -GIs-Remington Window shgc-0.3 0 % S 12.5 0.300 20.7 259 17.7 0 221 E -GIs-Remington Window shgc-0.3 0 % S 27.5 0.300 20.7 569 34.1 0 937 E -GIs-Remington Window shgc-0.3 0 % S 27.5 0.300 20.7 569 34.1 0 937 E -GIs-Remington Window shgc-0.3 0%S 55 0.300 20.7 1,139 34.1 0 1,874 UP-Ceil-16B-50 352.7 X 1 352.7 0.020 1.4 487 1.0 0 346 Subtotals for Structure: 6,777 0 5,427 Infil.: Win.: 35.2, Sum.: 30.8 865 2.542 2,198 0.613 -757 530 People: 2001a1/per, 230 sen/per:1 . .. 200 230 Room Totals: 8,975 -557 6,187 A� Apri. 4 ii 4 Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5282 Quail St. Plan 725. Littleton, CO 80125 Page. 19,.. Detailed Room Loads - Room 7 - WIC (Average Load Procedure General Calculation Mode: Htg. & cig. 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 Des,ri tion 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 shgc-0.3 O % S 8 0.300 20.7 166 34.1 0 273 UP-Ceil-16B-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 Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Pae 20 Detailed Room Loads - Room 8 - Mstr WIC Average Load Procedure Calculation Moder Htg. & clg. Occurrences: 1 Room Length: 82.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 82.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.1 AC/hr Volume: 663.0 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' Description Quantity Value HTM Lass HTM Gain Gain N -Wall-R23 7 X 8.1 56.6 0.062 4.3 242 0.9 0 50 UP-Ceil-16B-50 82 X 1 82 0.020 1.4 113 1.0 0 80 Floor -20P-30 1 X 4.5 4.5 0.035 2.4 11 0.3 0 1 Floor -20P-30 1 X 43.4 43.4 0.035 2.4 105 0.3 0 14 Subtotals for Structure: 471 0 145 Infil.: Win.: 2.3, Sum.: 2.0 57 2.546 144 0.619 -49 35 Room Totals: 615 -49 180 ,tit• ,tsldin9 rn.t!san '. Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Page 21 Detailed Room Loads - Room 9 - Mstr Bath (Average Load Procedure 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` Description Quanti 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-0.3 100%S 12 0.300 20.7 248 11.6 0 139 E -GIs-Remington Window shgc-0.3 0 % S 12 0.300 20.7 248 34.1 0 409 UP-Ceil-16B-50 92.1 X 1 92.1 0.020 1.4 127 1.0 0 90 Subtotals for Structure: 1,080 0 733 Infil.: Win.: 5.3, Sum.: 4.7 131 2.541 332 0.612 -114 80 Room Totals: 1,412 -114 813 Rhvac - Re sidenttel &Light Commercial HVAC Loads Elite Software llevelopment Inc. Smith &Willis HVAC LLC M Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton CO 80125 Pae 22 Detailed Room Loads - Room 10 - Upper Bath (Average Load Procedure) Ge Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 67.7 ft. System Number: 1 Room Width: 1.0 it. 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 Clg Lat Sen Descri tion Quantity Value HTM Loss HTM Gain Gain UP-Ceil-16B-50 67.7 X 1 67.7 0.020 1.4 93 1.0 0 66 Subtotals for Structure: 93 0 66 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 93 0 66 �ac1 eat Rhvac -Residential & Light Commercial: HVAC.. oads® Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Littleton, C0 80125 Page 23. Detailed Room Loads - Room 11 - Master Suite (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 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 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.: 7 CFM Actual Summer Infil.: 6 CFM tern Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15 X 8.1 76.2 0.062 4.3 326 0.9 0 68 S -Wall-R23 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-Remington Window shgc-0.3 0 % S 15 0.300 20.7 311 34.1 0 511 E -GIs-Remington Window shgc-0.3 0 % S 15 0.300 20.7 311 34.1 0 511 E -GIs-Remington Window shgc-0.3 0 % S 15 0.300 20.7 311 34.1 0 511 N -GIs-Remington Window shgc-0.3 1 00 %S 12.5 0.300 20.7 259 11.5 0 144 UP-Ceil-16B-50 256.2 X 1 256.2 0.020 1.4 354 1.0 0 251 Subtotals for Structure: 2,026 0 2,028 Infil.: Win.: 6.9, Sum.: 6.0 170 2.540 431 0.613 -148 104 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 400 Room Totals: 2,457 52 2,762 Rhvac - Residential & Light Commercial HVAC Loads Elite Software Developmanl, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail$l. Plan 725 Littleton CO 80125 Pa a 24 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 174.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 93 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,410.0 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.: 7 CFM Actual Summer Infil.: 6 CFM Item Area U- Htg Sen Clg Lat eq S7 tion Quanti Value HTM Loss HTM Gain Gain S -Wall-R23 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 W -Wall-R23 12.5 X 8.1 71 0.062 4.3 304 0.9 0 63 N -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 2 X 8.1 16.2 0.062 4.3 69 0.9 0 14 W -GIs-Remington Window shgc-0.3 0 % S 30 0.300 20.7 621 34.1 0 1,022 UP-Ceil-16B-50 174.4 X 1 174.4 0.020 1.4 241 1.0 0 171 Floor -20P-30 1 X 174.4 174.4 0.035 2.4 421 0.3 0 55 Subtotals for Structure: 1,916 0 1,379 Infil.: Win.: 7.2, Sum.: 6.3 178 2.543 452 0.613 -156 109 People: 200 laVper, 230 sen/per: 1 200 230 Equipment: 0 150 Room Totals: 2,368 44 1,868 Bu ity Qt eat Ride Idinq DINIIisoll Via" Flh"c - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & WillisVAC LLC E Remington Homes -Quail Ridge - 5282 Quail St, Plan 725 '. 80125 Page 25 [—Detailed Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) en Yal Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 14.5 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 96 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.1 AC/hr Volume: 1,407.0 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.: 9 CFM Actual Summer Infil.: 8 CFM Area _U_ Htg Sen Cig at Sen [item Description Quantity Value HTIM Loss HTM Gain Gain, W -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-R23 14.5 X 8.1 117.2 0.062 4.3 501 0.9 0 104 W -GIs-Remington Window shgc-0.3 O%S 30 0.300 20.7 621 34.1 0 1,022 UP-Ceii-168-50 174 X 1 174 0.020 1.4 240 1.0 0 171 Floor -20P-30 I X 174 174 0.035 2.4 420 0.3 0 55 Subtotals for Structure: 2,068 0 1,411 Infil.: Win.: 8.7, Sum.: 7.6 214 2.541 544 0.612 -187 131 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: 0 150 Room Totals: 2,612 13 1,922 ,n,Id!Wj Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis MVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 Lttfeton CO 80125 Page 26 Detailed Room Loads - Room 14 -Upper Hall (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 181.4 it. System Number: 1 Room Width: 1.0 it. Zone Number: 1 Area: 181.0 sq.ft. Supply Air: 65 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 1,466.0 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.: 10 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantic Value HTM Loss HTM Gain Gain S -Wall-R23 4 X 8.1 23.6 0.062 4.3 101 0.9 0 21 W -Wall-R23 11.5 X 8.1 80.4 0.062 4.3 344 0.9 0 71 S -Wall-R23 7.5 X 8.1 60.6 0.062 4.3 259 0.9 0 54 W -Wall-R23 6 X 8.1 42.2 0.062 4.3 181 0.9 0 37 S -GIs-Remington Window shgc-0.3 0 % S 8.8 0.300 20.7 181 17.6 0 154 W -GIs-Remington Window shgc-0.3 0 % S 6.2 0.300 20.7 129 34.1 0 213 W -GIs-Remington Window shgc-0.3 0 % S 6.2 0.300 20.7 129 34.1 0 213 W -GIs-Remington Window shgc-0.3 0 % S 6.2 0.300 20.7 129 34.1 0 213 UP-Ceil-16B-50 181.4 X 1 181.4 0.020 1.4 250 1.0 0 178 Floor-20P-30 1 X 9 9 0.035 2.4 22 0.3 0 3 Floor-20P-30 1 X 44.3 44.30.035 ..... 2.4 107 0.3 0 14 Subtotals for Structure: 1,832 0 1,171 Infil.: Win.: 9.5, Sum.: 8.3 234 2.544 596 0.615 -205 144 Room Totals: 2,428 -205 1,315 VV', !; 'Aty r,t ?at Rik-, € !Ing C;+vlscz Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5262 Quail St. Plan 725 Littleton CO 80125 Pa a 27 Detailed Room Loads - Room 15 - Crawl Space (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 182.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 182.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 940.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 24 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 273 ft./min. Percent of Supply: 0 Runout Air Velocity: 273 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.064 in.wg./100 ft. Actual Summer Infil.: 2 CFM .. . , _ .. rea U. Htg Sen Clg Lat Seri Zb scri tion Quantity Value HTM Lass HTM Gain Gain S -Wall-R11 Draped-4 11.8 X 5.2 61.2 0.051 3.8 231 0.2 0 10 W -Wall-R11 Draped-4 12.2 X 5.2 62.9 0.051 3.8 237 0.2 0 10 N -Wall-R11 Draped-4 5.5 X 5.2 28.4 0.051 3.8 107 0.2 0 5 W -Wall-R11 Draped-4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 N -Wall-R11 Draped-4 6.3 X 5.2 32.7 0.051 3.8 123 0.2 0 5 Floor-21A-32 1 X 182182 .... .. _........ 0.020 1.4 251 0.0 0 0 Subtotals for Structure: 1,066 0 35 Infil.: Win.: 2.0, Sum.: 1.8 50 2.533 126 0.603 -44 30 Room Totals: 1,192 -44 65 ity Ot -it Rides 1 g DIVISOn Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Ouall St. Plan 725 Littleton CO 80125 Pae 28 Sstem 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room FN, Area Sens Htg Duct Duct Sens Let Cig Sys Name SF Btuh GFM Size Vel Btuh Btuh CFM CFM Zone 1--- 1 Basement 912 7,128 143 6,6,6 1,905 -154 105 143 2 Pwdr 38 1,054 21 5 601 -109 33 30 3 Laundry 82 1,674 34 6 999 -165 55 50 4 Dining/Kitchen 360 4,128 83 7,7 3,632 -397 201 181 5 Study 142 2,941 59 6,6 2,067 -259 114 103 6 Great Room 466 8,975 180 7,7,7,7 6,187 -557 342 308 7 W/C 23 484 10 4 359 -41 20 18 8 Mstr WIC 82 615 12 4 180 -49 10 12 9 Mstr Bath 92 1,412 28 6 813 -114 45 40 10 Upper Bath 68 93 2 4 66 0 4 3 11 Master Suite 256 2,457 49 7,7 2,762 52 152 137 12 Bedroom 2 174 2,368 47 6,6 1,868 44 103 93 13 Bedroom 3 174 2,612 52 6,6 1,922 13 106 96 14 Upper Hall 181 2,428 49 7 1,315 -205 73 65 15 Crawl Space 182 1,192 24 11-4 273 65 -44 4 24 Humidification2,042 ..... System 1 total 3,232 41,603 792 24,741 -1,985 1,366 1,230 System 1 Main Trunk Size: 21 x20 in. Velocity: 464 fl./min Loss per 100 It: 0.013 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System, tt1'mttry Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.06 109%/-9% 24,741 -1,985 24,741 Actual: 2.83 100%/0% 34,000 0 34,000 :ity Ot ,at Ri(ge ling Dlvlson 4 _� r Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5282 Quail St. Plan 725 f Littleton CO 80125 Pace 29 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' Rooms 0° 45' 90° 1351 180° 2251 270° 315° High, Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 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 308 314 309 307 298 288 280 296 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 55 50 44 49 53 46 6 10 Upper Bath 3 3 4 3 3 4 -4 4 4 11 Master Suite 137 141 144 144 141 137 133 134 7,7 12 Bedroom 2 93 82 75 82 93 93 90 92 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 Building Rotation House Supply Sensible Latent De tees Faces CFM Gain Gain TWWI W West 1,230 24,741 1,985 2.06 45' Northwest 1,230 23,592 -1,985 1.97 90° North 1,230 19,885 -1,985 1.66 135' Northeast 1,230 25,411 -1,985 2.12 180' East 1,230 '26,645 -1,985 2.22 225° Southeast 1,230 23,313 -1,985 1.94 270° South 1,230 18,723 -1,985 1.56 315° Southwest 1,230 22,878 -1,985 1.91 Indicates highest value of all rotations. Building Rotation Tonnage 2.3....................................................................................................................................... 2.2.................................................................. ...... ............................................................. 2.1 .......................................................... ....................... .................................................... .................................. ......................................... Q1.9 ............................ ........ tS1.8 ........ ........... ................. ............. ..... .............. .... .. ... .................... ................................................................ .......... ............. 1.7 ............................. ......... .............................................................. ............ .................. 1.6 .......................................................................................................... . ... ....................... 1.5 West Northwest North Northeast East Southeast South Southwest Direction House Feces �— Buildinq Net Tonnage V13 it AA-\ \M—i-- WA ono I off .h., -:ity of e. eat Rivig ) , ding Divisor, f Rhvae • Re sidenllal & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes- Quail Ridge - 5282 Quail St. Plan 725' Littleton C080125 Page 30" Buildina Rotation Report (cont'd) 31, 000 30,000 29,000 25,000 24,000 g 23,000 22,000 19,000 18,000 17,000 16,000 15,000 4.000 Building Rotation Hourly Net Gain Gam 9 a 10 am 11 am 12 pm fpm 2 p 3 p 4 p 5 p bpm 7pm Time of Day (: tv of '�—�— House faces West House faces Northwest —�— House faces North aro rE�ci° �(i,-i t• —1— House faces Northeast Y U ? 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AOVe13S QWaf �O OJW¢ U OOU W 4 -1> N > N .�i • n C� Z yav}� J m� :�a LId NIO� ~ Z Z� v -i o a �� � v i o (n ps'S ,S = �-ry//$ -►� _t :aL`G QQ J �' =off 9T _ �Q p a s r m O N N O N L.r,,, l II M� /`' - �q�.g 3/ p®U ® ddV JJ 3 � o :Na30NO3 30 S310N a a 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