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5232 Quail Street
City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director n 77 °mrr m m " m a rr rS Sr F1r a '� �' ro W O Q N n rr O H a b N. n b• m m 03 O m O f1 ro � H W H. m n co b' O rr h O b O m m xaa' m m a w� ,rl, rr tar O 0 m [+i PC C:3 H m W H O rr 9 M' q rr O m m b' n° F• C3a FO H 0� W rr b' O ro rr o ro ?o z ro oy° H m P. a a y K7 (D H61 � r to x a w 0 m rR fl at y r< H m p ry w Fl£ rT� z y�y C Gl m r• b N r M C0 p W �: �$ x w m to z P a 4 m O N m p h y. t N O m r W N W VJ En O w cro tr ro m Lo H. D r ° 10 o r ° m rmt (] '{ rr K mm N m [n H r"r a 9 N n m m O'n' z 0 o Ev m o r• a w e m. a m c �• g r �n n z o 0 n° a K a LO aw m m p W w D s m E a tq ° m E° o m � W 0 m w a m A �♦ m o O n N O pm rro r n m, J 3 �] �' �° P. m r�yyy N Ul7. I I m rr t7 0 ° a o a 0 O w o m a a Wl0 O 1O (� W £ m ro F y m C o N gg M CY m W ° rt O O m w ° m C w m m a m OD O "• O a r ~a rr m F,a y b a a m o a a z 0 H b o w m a w o O W . O N 0 o V w 0 a w o n 0CL ro o rrr• (D mm h m o a a m a (D N N r x m � � ° CL a N o m m OD. L Y Y�� +� EC111 f R( -�/Jt �-� INSPTION RECORD INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/inspection ' INSPECTION REQUEST LINE: (303) 234-5933 Occupancy/Type 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 I Sewer Service Concrete Encased Ground (CEG) ? Plumbing Foundation / P.E. Letter.�'� �;; �? `' 1 ;J�a 1` ✓ Do Not Pour Cdncrete P"rior Fo Approval Of The Abov6 Inspections Underground/Slab Inspections Date Inspector Comments Initials Electrical Wall Sheathing Sewer Service Plumbing ' Do Not Cover Underground or BeIOVN/In-Sb Work Prior To Approval Of The Above Inspections Rough InspectionsDate '" I Inspector Initials Comments Wall Sheathing Mid -Roof 2 . 14, ) Ii... �; - lZt ll•Tie 11,17-11 Rough Electric Rough Plumbing/Gas Line , `l Rough Mechanical:• Rough Framing 7 Rough Grading Insulation 9 Drywall Screw/ Nail "2'5' Final Inspections Date Landscaping & Parking / Planning Dept. ROW &Drainage /Public Works Dept. > _.,i, -t �' Inspector Initials Comments —J Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing F� Final Mechanical 3-4-Al" Final Window/Doors Final Building NOTE: All items must be completed anb approved by Planning, Pub& Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building rspection does not constitute authorization of occupancy. "'For low voltage permits - Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge Single Family - New PERMIT - 201702611 PERMIT NO: 201702611 ISSUED: 07/24/2017 JOB ADDRESS: 5232 Quail ST EXPIRES: 07/24/2018 JOB DESCRIPTION: New Single Family detached with 3 car garage, unfinished basement, 3 bedroom, 3 bathroom; unfinished basement - 837 sq ft; main floor 1,090 sq ft; garage - 663 sq ft; covered porch - 135 sq ft; 2nd floor - 960 sq ft; 3,685 total sq ft *** CONTACTS *** OWNER (720)432-6890 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Meghan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 249,293.50 Total Valuation Plan Review Fee Use Tax Permit Fee Engin. Review Fee ** TOTAL ** FEES 0.00 1,364.71 5,235.16 2,099.55 150.00 8,849.42 *** 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 1251 of the cost of the installation shall be required. ackflow Consulting TestingRepair, & Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com V ❑ D Assembly Serial #: CB420685 Test Date/ Time: 3/15/2018 Tester Certification #: 6-1190 Assembly Test Results Facility Address: 5232 QUAIL ST ® Pass 1:38:35 PM ❑ *Fail Water Supplier: N/A Meter #: Service Location: QUAIL RIDGE 0 Q Facility Address: 5232 QUAIL ST City: WHEATRIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES °J Address/Suite 5740 OLDE WADSWORTH BLVD v City/State/Zip ARVADA CO 80002 C p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvoe Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Domestic ®Containment El Horizontal ❑ � Size: 1 Date Installed: ❑ Fire ❑ Containment by Isolation ®Vertical Up ❑' °' New [:1 Existing ❑ Glycol ❑ Isolation El vertical Down N < Previous Assembly #: ® Irrigation ❑ Recycled Location: SOUTH SIDE OF HOUSE BY A/C Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.0 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak v (RP, DC) ❑ Tight ❑Tight m Relief Valve c (RP) Buffer (RP) Air Inlet 2.1 OPENED FULLY (PVB) ~ Shutoff Valve #1: XTi ht ❑Leakin ❑Re laced Shutoff Valve #2: )<Ti ht F —]Leaking ❑Re laced Back Pressure: ❑Yes ❑No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: BOTH SOV CLOSED UPON ARRIVAL ROTH SOV LEFT CLOSFD AFTER TEST o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: Y Test Kit Make: MidWest Model: 845 Serial #: 10111942 Last Calibration Date: 12/13/2017 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Vincent Phone: Signature: Certificate Expiration Date: 1/27/2021 LAI•• 0 7C) 0 U C: 0 M 0 U >1 C) Li M M ce) 0 M M C: 0) 0) LIJ :LLJ F-- F— (D (D 0 0 T -- M r-- M U) U) N 0 qvq- co 41 U U,.> E CR t}J tII 0 L a I: 5- C) .2 o) CD R7 () C c U M — c 0 Q) 0 0 t 0) 11) Q) >- 7 () 7 --.j U) () 0 c) E 0 < >1 LU tM Z CO LL wW cr- 0 CY) .a— LO 0 >,CO P)o 4D C: 0 co EM 0 Z cfl x Ln o Lo 0 w D- CO D U- 12 rl- 1-0 CD 00 C 0 N N Lr) = ui 67 W U- UJ < (n F v o0 v°, E FE D w2 E w 0 ui z M (.0 to tn V) E CR t}J tII 0 L a I: 5- C) .2 o) CD R7 () C c U M — c 0 Q) 0 0 t 0) 11) Q) >- 7 () 7 --.j U) () 0 c) E 0 < >1 LU tM Z CO LL wW cr- 0 CY) .a— LO 0 >,CO P)o 4D C: 0 co EM 0 Z cfl x Ln o Lo 0 w D- CO U- 12 Lu � ui = ui 67 U- UJ < (n F v o0 v°, E FE w2 < 0 ui z M (.0 to _0 Z o LO E2 '0 LL CN a 7- M V) E E = CL 0 E E E (A cm T 0 0 M 121 U. 00 0 < E 0 0 z F v o0 v°, E FE w2 Remington Homes EnergyLogic Builder Name: Rating Company:. Permit Date/Number: Rater ID (RTIN): 1215211 Home Address 5232 Quail St Rating Date: 3!9118 Wheat Ridge, CO Version: 3.0 11 • rr i � � i Thermal Enclosure System Water Management System A complete then -nal enclosure system that includes A comprehensive water management system to comprehensive air sealing: quality -installed insulation protect roofs, walls, and foundations, and high -performing windows to deliver improved comfort and lower utility bilis- LC"j Flashing, a drainage plane, and site grading to move ,eater from the roof to the ground and then away Air Infiltration Test: 1401 CFM60 (2.6 ACH50) from the home. Primary Insulation Levels: �, Water-resistant materials on below -grade walls and undemeath slabs to Ceiling: R-50 Floor: R-50 i; reduce the potential for water entering into the home. Wail: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efciency. U -Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and Systems 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 -equality performance. optimal performance. ENERGY STAR QualBfied Lighting: 100°1s Total Duct Leakage. Duct Leakage to Outdoors: 81 CF M25 Rough -In, with Air 0 CFM25 ENERGY STAR Qualfhed Appliances and Fans: Handler Refrigerators:1 Dishwashers:! Primary Heating (System Type - Fuel Type - Efficiency}: Ceiling Fans:0 Exhaust Fans: 3 Furnace • Natural Gas - 92.1 AFUE Primary Water Heater (System Type - Fuel Type - Efficiency): Primary Cooling (System Type - Fuel Type - Efficiency): Water Heater - Natural Gas - 0.69 Energy Factor Air Conditioner • Electric • 13 SEER ��nlii�ml•�m•r. This certificate provides a surnmary of the mal or energy efficiency and other construction i ISI l features that contribute to this home earning the ENERGY STAR. including its Hcr Energy Rating Systern (HERS) score, as determined through independent insertion and verification Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nationally-recognuod Home Home Homes uniform measurement of the energy efficiency of homes. "f� Note that when a home contains multiple performance levels for a particular feature (e.g., 1�,... window officiency or insulation levels), the predominant value is shown. Also, homes may be certified to cam the ENERGY STAR using a sampling protocol, whereby one home is randomly less C c c g g selected from a set of homes for representative inspections and tasting. In such cases, the Energy features fmmd in each home v ithin the sat am intended to meet ar exceed the valuas presented VIII. on this certificate, The actual values for your home may drlfer, but offer equivalent or better performance. This certificate was printed using Exotmpe1. (u°rsion2.2.4.18; r). This Rame asou scsrfs learn more at www.emrgystar.govrhemefeatures IECC 2012 Performance Compliance Property Remington Homes 5232 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 5232 Quail St Remington Organization EnergyLogic 720-340-6980 Aaron Scott Builder Remington Homes Inspection Status 3/9/18 Rater ID (RTIN): 1215211 RESNET Registered (Confirmed) Annum Energy Cost nergyLogic anm r.{s. Sntly M1l ont. trrt Design IECC 2012 As Designed Performance Heating $617 $506 Cooling $136 $131 Water Heating $135 $135 SubTotal - Used to determine compliance $888 $772 Lights & Appliances $747 $734 Onsite generation $0 $0 Total $1,635 $1,506 402.5 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 13.1% SHGC 404 402.5 403.2.2 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist No Design exceeds requirements for IECC 2012 Performance compliance by 13.1%. -.� Name: Aaron Scott Signature: Organization: EnergyLogic Date: Mar 12, 2018 Ekotrope RATER - Version 2.2.4.1877 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited HERS Rating Tool a rU� vl C 4 d U 0) O a) C ui 0 r 0 L u; O- E N W LY UI cy W m a E d U) (D CV r � N t4 N d Lo Lo N L E UI ; LL _ c 9 3 y' Li- C)O 0 C c i- C 'g T3 a U o U °1 N cn Ci W a- Q +-' v a� a7 a 0 �a� °i Q C N © j Z U 2 0 E cz O LL O7 [] d V O rn � o " � LO mLO S O = l7 < U + �_ w o E N E LO CD Cl) �' O V C) N ; O N - C n U- U ' c N cr r c, Ln o Q — C) m M w L r- 0) LA c 4(1 — J� — a m a ro O 67 U c cs a, w cu L;= d) > C O W v 4w O O Q Q LL i1 rJf a rU� vl C 4 d U 0) O a) C ui IECC 2012 Label 5232 Quail S# HERSO Index Score: 57 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1401 CFM50 (2.6 ACH50) Duct Insulation: R-9.5 Duct Leakage: 0 CFM25 WMin ,qw _99T 5 eco Window: U = 0.300, SHGC = 0.310 Door: R-3 .,_I . ,_ . _--1-1,1-=.,...a ... _1, 1"',,. v Heat€ng: Furnace Natural Gas 92.1 AFUE Cooling: Air Conditioner • Electric - 13 SEER Hot Water: Water Heater • Natural Gas - 0.69 Energy Factor Bui01er ar psg,n Professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) QnergyLogic pns Yttlt. ntlphl nrviwti Property Organization Remington Homes EnergyLogic 5232 Quail St 720-340-6980 Inspection Status Wheat Ridge, CO 80033 Aaron Scott 3/9118 Rater ID (RTIN): 1215211 725 FB - Wheat Ridge - Remington Builder RESNET Registered (Confirmed) 5232 Quail St Remington Remington Homes RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu year) Category 2006 IECC 50% As Designed Target Heating 33.2 28.9 Cooling 4.7 6.2 Total 37.9 35.1 Building Features Envelope Loads (MBtu / year) Category 2006 IECC As Designed 0.2 90% Target 0.054 Heating 59.8 39.9 Cooling 8.4 8.9 Total 68.2 48.8 Ceiling U: 0.020 Window Combined SHGC: 0.2 Wall U: 0.054 Heating System: AFUE = 92.1 % Framed Floor U: 0.022 Cooling System: SEER = 13 Slab R: 0.0 Duct Leakage to Outside: 0.0 CFM25 Window U: 0.300 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 STARE) for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Aaron Scott Organization: EnergyLogic Date: Mar 12, 2018 Ekotrope RATER -"Version 2.2.4.1877 This information does not constitute a warranty or guarantee of home energy performance Air Leakage Report Property Remington Homes 5232 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 5232 Quail St Remington (nergyLogic {organization EnergyLogic 720-340-6980 Inspection Status Aaron Scott 3/9/18 Rater ID (RTI N): 1215211 Builder RESNET Registered (Confirmed) Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1401 ACH50 (Calculated) 2.6 ELA [sq. in.] (Calculated) 77.1 CFM50 (Calculated) 1401 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 0.0 Leakage to Outdoors [CFM25 / 100 s.f.] 0.0 Leakage to Outdoors [CFM25 f CFA] 0.000 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 81.0 Total Leakage [CFM25 / 100 s.f.] 2.4 Total Leakage [CFM25 ( CFA] 0.024 Mechanical Ventilation Rate [CFM] 64.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 64.0 2010 ASHRAE 62.2 Req, Cont. Ventilation 63.2 Ekotrope RATER -Version 22.4.1877 RESNET HOME ENERGY QlnergyLogic RATING Standard Disclosure o.. For home(s) located at: 5232 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting WIC. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: []A. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home C. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home E]4. 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 L]Rater Employer Rater Employer Rater IEmployer Rater ElEmployer Rater [_Employer Rater ,,_IV,IEmplcyer OR is in the business of Rater Employer Rater Employer Rater DEmployer Rater IlEmployer r]Rater Employer EIRater Employer E 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 1215211 Name: Aaron Scott Organization: EnergyLogic Date: Mar 12, 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 avallable from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 Date: 3/15/2018 5232 Quail St Wheat Ridge, CO 80033 Lot/Block: 3/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 725 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: OnergyLogic 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)() • IECC 2012(,') • Xcel New Homes(,/) Thank you for using EnergyLogic, Inc for your home inspections. Prepared for: DASH- Remington � e Y SH Remington Homes _. BUILDING SHELUBLOWER DOO"VP Insulation Type ✓ 2x4 Walls Target Measured 1,573.75 1401 CFM@50 20121ECC CFM50 CFM50 CFM/Envelope 0.00 CFM/SF N/A ACH@50 3.00 ACH50 2.67 ACH50 nACH 0.00 nACH N/A House to Garage Connection N/A N/A HVAC (CAZ) to Garage N/A N/A (House to CAZ NIA I 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 23 2x6 Walls inch Insulated Sheathing N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Common wall to garage inch 23 Party Wall N/A Framed Basement Walkout/Garden N/A Wall B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Knee Wall inch 23 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 Floor System Over Garage N/A Cantilever N/A Adiabatic 1- Not insulated 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 N/A 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 Under Slab BUILDING SHELL/WINDOWS -K* '017 Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATION ......... --------- Window Type 1- Dbl Vinyl Low -E 1- Dbl Vinyl Low -E Flow Volume SPOT VENTILATION low - Master Bathroom Bathroom N/A N/A U Value SHGC .30 .31 .34 .31 Target Measured 63CFM toCFM 63CFM Measured 68 CFM 52 CFM ROOM AIR PRESSURE BALANCING Measured 2.1 Pa 1.9 Pa 1.3 Pa Furnace -Conditioned Area MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 3/15/2018 INSPECTION RESULTS: Builder Sign -off Items Include: 9 Bathroom and kitchen exhaust fan housing sealed to drywall 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 Master Bedroom Bedroom Bedroom Measured 2.1 Pa 1.9 Pa 1.3 Pa Furnace -Conditioned Area MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 3/15/2018 INSPECTION RESULTS: Builder Sign -off Items Include: 9 Bathroom and kitchen exhaust fan housing sealed to drywall 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 Date: 03/15/2018 5232 Quail St Wheat Ridge, CO 80033 Lot/Block: 3/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Permit Number: Plan Name: 725 Prepared by: energyLogic analysis. insight. answers. Inspection performed by: Mark Lane (RTIN: 8664221) 719-243-5147 mark.lane@nrglogic.com /"1r'�A L'C"' Inspected for the following programs/codes: • Energy Star (Version 8)(v) • IECC 2012(✓) • Xcel New Homes(V) INSPECTION RESULTS: Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: V Lighting/Appliances V IECC and Energy Star Air Sealing Insulation Inspection @ Final HVAC Inspections Ventilation Systems V Water Heaters V Mechanical Systems Room by Room Air Pressure Balancing 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:DASH Remington Remington Homes I I 5232 Quail St Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 3/1 77 7 Bathroom and kitchen exhaust fan housing sealed to drywall ' IECC 2012/15 Result: ESO - 4.1 RFC ^s 3/15/2018 AL` 3/9/2018 Attic Blown Insulation Result: V V 3/15/2018 X 3/9/2018 �li?escription Seal fan housing to drywall Seal fan housing to drywall Nice Work --Items corrected on re -inspection Insulation is missing or not installed 'inspection.. .. Collect, Store and Verify HVAC Contractor Checklists and/or Design ESv3 - 4.1 RDRC Reports Result: Inspection Date Action Needed Photo 1� 3/15/2018 Mechanical System #1 Reviewed 03/15 Inspection Date Action Needed Photo X 3/9/2018 Submit HVAC Design Report Mechanical System #1 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 Sof Failed - Builder must submit photo of correction in lieu of re -inspection PO Box N Berthoud, CO 80513 City of �Wheatl�idge MUMTY DEVELOPMENT Landscapin,q Escrow Agreement This agreement made this 20th 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 5232 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: Signature Print Name Q Business Address // Phone Date Title City of Wheat Ridge, Colorado By: Title: Date: 3 r Zc) --1 $' le CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 Office * (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �j " — 46 � qg Job Address: a—'A;�- 6)Va) 1 -5 Permit Number: Do/ rtJr K A16,(l A- I Ll No one available for inspection: TimeI AM/PM Re -inspection required:Yes') Nkf_ *When corrections have been made, call for re -inspection at 303-234-5933 Date: —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: iW�/� Job Address:S�- Permit Number: 1-70:2 62 a ❑ No one available for inspection: Time E� t"/' %%.„(AMPM Re -Inspection required: rYes_,” No When corrections have been made, call for re -inspection, at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE o i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 M tion line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: "7J -- yes/,�.� Job Address: sk_ Permit Number: ❑ No one available for inspection: Time M Re -Inspection required,-, Yes ?No T When corrections have been made, call for re -inspection at 303-234-5933 Date.31 ' Inspector: Alx/'5--)'/�+ — ®O NOT REMOVE THIS NOTICE o i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 M tion line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: "7J -- yes/,�.� Job Address: sk_ Permit Number: ❑ No one available for inspection: Time M Re -Inspection required,-, Yes ?No T When corrections have been made, call for re -inspection at 303-234-5933 Date.31 ' Inspector: Alx/'5--)'/�+ — ®O NOT REMOVE THIS NOTICE i CITYa- OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: � 0 9 F Job Address: S Z Z Permit Number: Qp 1-7-0 ❑ No one available for inspect i n: Time j'5C7 ( !PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 I _r Date: ( ) �k I-) i �b Inspector: f� �.� o._ -r.0 L) 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: "-)0/ 4 yV_,a A I Job Address: S�2_3,2 Q &RA 1 Permit Number: D/ 70 ab l ❑ No one available for inspection: Time Re -Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 Date:-C)/';2J' )iT Inspector:7— 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: (3S ) N S\A C Vt a n) Job Address: Q 3 al QV Permit Number: Qo I -:�- c)a G 1 -S-Z> 5 ! ►V s Vl� �,�,.) - 2a r + r e l ❑ No one available for inspection: Time Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303-234-5933 Date:/ 1 / 0, Inspecto DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3�5" 1 �.�5�1aJA Job Address: R�-�- Permit Number: Q p I -� C7 ❑ 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: l 1 1.;4 1 Inspect"THISNOTIC DO NOT REMO ►►'.1< 7 i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: N 5 v LIR7I Q Job Address: Permit Number: O 1 3 -�, '!�- - 17 RE 3 I(Z> r- V_ (OHt4UNMa- ti C&(J, rk Pv5 ut cti(--c c,� a F-510Ce- r,F��J2 0 w l \ p0 J, ;,IL I to �. C a 4/ S �`r� C. Q..- .ta) -tom I &A ! l ,- )- a /Y e k h( f� Le ✓ r 1 G `f �t�E i b2 > " Acs i),\(- 31 k/,A 1,j 0 ,-� I <b (, e \` k o -j- Iyot ❑ No one available for inspection: Time l( ; ((\ M Re -Inspection required. Yes o When corrections have been made, call for re -inspection at 303-234-5933 Date: �� 1 Inspectoa_:`_ 1 DO NOT REMOVE THIS NOTICE I N5, L longe IMPROVEMENT L0CAT110�'I CERTIFICATE Land S Surveys (FOUNDATION ONLY) 5511 WEST 56TH AVENUE, SUITE 240 'RVADA, CO 00002 ����� ,:(720) 242-9732 F.(720) 242-9654 FQEND N0075'16"W 60.00' 10' UC&DE— c� a a 20_0' I Iw d b I n n 10' UE&DE LOT 2 BLOCK 1 BOW sos N00'16 2 58 "W s 60.00' _T8 C 5-O TBM .4 a `L —_ —_— EOA QUAIL STREET I INLET LEGAL DESCRIPTION LOT 3. BLOCK i, QUAIL RIDGE ESTATES RESUBDIVISION, CITY OF WHFAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO. NOTES 1. I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR REMfNGTON HOMES, THAT IT IS NOT A LAND SURVEY PLAT OR MPROVEMENT SURVEY PLAT. AND THAT IT ,S NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING. OR OTHER FUTURE IMPROVEMENT LINES THIS CERTIFICATE 1S VALID FOR USE ONLY BY REMINGTON HOMES AND DESCRIBES THE FARCE! _'S APPEARANCE ON AUGUST 3', 2017 2, 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS DATE, AUGUST 31, 2017, EXCEPT UTILITY CONNECTIONS. ARE ENTIRELY WITHIN THE BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOININGf PREMISES, EXCEPT 0 10 20 SCALE: 1"=20' .T -=PROPERTY LINE BCW=BACK OF WALK TBC=TDP BACK OF CURB FL=FLOW LINE EDA=EDGE OF ASPHALT TGB=TDP OF GRADE BEAM UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK Ej=CONCRETE FOUND NAIL. & DISK 0=FSET SHOWN PLS NO. ILLEGIBLE =FIRE HYDRANT W =WATER SERVICE V S =SANITARY SEWER T SERVICE JONATHAN R. LANGE _•«I1eHq�tR�fQ6 COLORADO REGISTERED PLS $37908. FOR AND DRAWN BY: DATE: ON BEHALF OF LANGE — IT`''_ .......... ,ir �IRa WN RY� DATl F 0 15.0' a 17.5' 41.5 11.5' LOT 3 o BLOCK 1 5.0' °T #5232 1.5' I (UNDER N BLOCK 1 4,5 CONSTRUCTION) c`a TG8=54.9 N N 5.0' ,n 5.5' a 20_0' I Iw d b I n n 10' UE&DE LOT 2 BLOCK 1 BOW sos N00'16 2 58 "W s 60.00' _T8 C 5-O TBM .4 a `L —_ —_— EOA QUAIL STREET I INLET LEGAL DESCRIPTION LOT 3. BLOCK i, QUAIL RIDGE ESTATES RESUBDIVISION, CITY OF WHFAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO. NOTES 1. I HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR REMfNGTON HOMES, THAT IT IS NOT A LAND SURVEY PLAT OR MPROVEMENT SURVEY PLAT. AND THAT IT ,S NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING. OR OTHER FUTURE IMPROVEMENT LINES THIS CERTIFICATE 1S VALID FOR USE ONLY BY REMINGTON HOMES AND DESCRIBES THE FARCE! _'S APPEARANCE ON AUGUST 3', 2017 2, 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS DATE, AUGUST 31, 2017, EXCEPT UTILITY CONNECTIONS. ARE ENTIRELY WITHIN THE BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOININGf PREMISES, EXCEPT 0 10 20 SCALE: 1"=20' .T -=PROPERTY LINE BCW=BACK OF WALK TBC=TDP BACK OF CURB FL=FLOW LINE EDA=EDGE OF ASPHALT TGB=TDP OF GRADE BEAM UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK Ej=CONCRETE FOUND NAIL. & DISK 0=FSET SHOWN PLS NO. ILLEGIBLE =FIRE HYDRANT W =WATER SERVICE V S =SANITARY SEWER T SERVICE JONATHAN R. LANGE _•«I1eHq�tR�fQ6 COLORADO REGISTERED PLS $37908. FOR AND DRAWN BY: DATE: ON BEHALF OF LANGE — IT`''_ .......... ,ir �IRa WN RY� DATl F 2e) /1-) D � 61) ._ �9r -city of R,.d City of Wheat Ridge Municipal Building 7500 W. 29"' Ave. Wheat Ridge, CO 80033-8001 P: 303,235.2846 F: 303,235., i 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. DATE: PERMIT# ADDRESS: 52-;2- OU f114 5`11ZECT LOT BLOCK L5 T79 T,�5 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 comers 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: FRONT- 3 5 REAR: t47, SIDE: SIDE: 5 The MINIMUM ELEVATION has been determined to be: 9 (NAVD88). The above measurements hav been determined on the following location: Check only one): V ff Top of foundation prior to placement of concrete -Top of proposed foundation subsequent to placement of concrete The setback and el vation measurement locations are identified on the attached exhibit. ti 0 L/ Signed Print Date -0 79 b M -sional Surveyor FOR OFFICE USE ONLY QN. LAAO Approved by: Inspector Date (Surveyor', Sea]) i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: .3►0/�eC+1�`�� Job Address: _S:,�13A ua I G Permit Number: 0) %tO,26 / / ❑ No one available for inspection: Time(P_56 AM/ M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 4 ',7• % % Inspector: �' l"4- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: n�Glnf 4 Job Address:aT- Permit Number: ❑ 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: /,�':�7- / 7 Inspector:/ DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: trkc �= 6aeA Job Address: Cua.l v Permit Number: ❑ No one available for inspection: Timer , ��'' "A 'PM Re -Inspection required: Yes No� When corrections have been made, call for re -inspection at 303-234-5933 Date: %,_1�',-:2;7• /% Inspector: -"W/ 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: 3V ac A � Job Address: CCIay y� Permit Number: l,l <-ll' ❑ No one available for inspection: Time Re -Inspection required: Yes T When corrections have been made, call for re inspection at 303-234-5933 Date: /-� - &V% 1% Inspector: Aojc"Ikr�— DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line 1(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M 10 a00f�- Job Address: 5Z S GLU& I L_ 25r Permit Number: ❑ No one available for inspection: Timed ` AM PM Re -Inspection required: YesNo When corrections have been made, call f e-inspe`cti�onn at 303-234F-5933 Date: Inspector:�C- 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: Job Address: i Permit Number: ❑ No one available for inspection: Time --b '/-::>(AM/PM Re -Inspection required: Yes I No When corrections have been made, call for re -inspection at 303-234-5933 Date: L/' 17' /7 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 i / �. Inspection Type: AC Sf/7`f�r_�i� ❑ No one available for inspection Jime �� /AM/PM Re -Inspection required: Yes LNo) When corrections have been made, call for re -inspection a 303-234-5933 f v, Date: ��V '� � ,� Inspector: DO NOT REMOVE /S NOTICE i CITY OF WHEAT RIDGE �� Building Inspection Division (303) 234-5933 Inspection line J (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: NSPECTION NOTICE 0 C;G// d�'l Uri \.- Z 3 2- 0(-) /? 1 e- '70 /;, io ' 0/?D Z 6// ❑ No one available for inspestiofi"Tim �_ ' 6(--SAM/PM Re -Inspection required: Y No When corrections have been made, call for re-insq'e n at 303-234-5933 Date: — K'I / Inspector: e' DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3/2. 7-e-^�p Job Address: 5Z3 a- CHUG Permit Number: ZC>I % (D"l j A i 1 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call four re -inspection at 303 -234 - Date: Inspector;; DO NOT REMOV, TH OTICE F = CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE.__---, Inspection Type: 0v vCA s Job Address: 72, 3 Z (_7-u � us Iz:- Permit Number: C) .7 6 / ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yer No When corrections have been made, call for re-inspectio , 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 ❑ 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: / �. DO NOT REMOVE IS NOTICE IJORMIT NO: B ADDRESS: BB DESCRIPTION: *** CONTACTS *** OWNER (720)432-6890 GC (303)420-2899 SUB (303)882-3530 SUB (303)421-4506 SUB (303) 688-4487 *** PARCEL INFO 'ONE CODE: SUBDIVISION CODE *** *** FEE SUMMARY *** Total Valuation Plan Review Fee Use Tax Permit Fee Engin. Review Fee ** TOTAL ** *** COMMENTS *** City of Wheat Ridge Single Family - New PERMIT - 201702611 201702611 5232 Quail ST ISSUED: 07/24/2017 New Single Family detached with 3 EXPIRES: 07/24/2018 bedroom, 3 bathroom; unfinished basar garage, unfinished basement, ft; garage - 663 s - 837 s 3 3,685 q ft; covered porch q ft; main floor 1,090 sq total sq ft - 135 sq ft; 2nd floor - 960 sq ft; REMINGTON HOMES OF COLORADO IN Meghan Sparks Sean Lind. Ben Millwood Eugene Willis UA / Unassigned 2318 / RAINBOW RIDGE, 160075 Remington Homes of Colorado 019875 Lind -Krug Elect ri 019354 Millwood Plumbic, Inc. ng & Heating 080256 Smith & Willis HVAC SKYLINE ESTATES BLOCK/LOT#: UA / Unassigned 0 / ESTIMATED FEES 0.00 1,364.71 5,235.16 2,099.55 150.00 8,849-42 *** CONDITIONS *** All roughs to be done at Framing Inspection. PROJECT VALUATION: 249,293.50 nrr As part of the foundation inspection proceeding with any further and PRIOR to Setback and construction, the placement of concrete and Elevation Certification a completed, signed and before certification form shall be shall be submitted sealed,. Foundation state of fully completed b to the City for review. The Colorado, stating that the foundation y a Professional Land applicable minimum setback and was constructed Surveyor licensed elevation requirements of in compliance with ail ln the Prior to issuance of the City. installed in CO for individual homes, the following the front yard of each lot: one (1) 1 5„ g landscape or one pe improvements shall be (1) 6-8' evergreen tree; eight (g) shrubs; caliper deciduous or the foundation; sod; and an automated irrigation s5 border ornamental of 1.25" river rock tree system. adjacent to All parking and driving areas shall be in conformance with Sec Development Code. All tion 26-501 of the Zoning and landscaping shall be in conformance with Section 26-502 of th Code. All landscaping prior p g shall be installed in accordance e Z°nin to C.O. a landscapewith g and Development Of the cost of the escrow agreement with financial the approved landscape pment installation shall be re guarantee in pe plan required. the amount of 1250 ..'IIT NO: JB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Single Family - New PERMIT - 201702611 201702611 5232 Quail New Single bedroom, 3 ft; garage 3,685 total ST ISSUED: EXPIRES Family detached with 3 car garage, bathroom; unfinished basement - 837 - 663 sq ft; covered porch - 135 sq sq ft 07/24/2017 07/24/2018 unfinished basement, 3 sq ft; main floor 1,090 sq ft; 2nd floor - 960 sq ft; I, by my signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am t7ie legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perfor 111 nd that all �qrk to be perfonned is disclosed in this document and/or its' accompanying approved plans and specifications. Signature off' r.()WNER br CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the pen -nit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Offial and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to f�eld inspection. Signature of Chief Buildingficial _ _____'P.'Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City ®f h6 t1 ,'qg,e COMMUNITY DguFl ®i'MENT dui/dingy & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Date: Plan/Pennit # Plan Review Fee: fLZL `� imv / Building Permit Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. "* Property Address: Owner (please print): Ke -i1', I -'Mo 7� Phone: Property owner Email: Mailing Address: (if different than property address) Address:1-T Architect/Enaineer: r17sn nC Architect/Engineer E-mail: tt' �L �Ij��S t'UC vaLc hone: ,"1�` —q_ p "Qyq(G Contractor: Contractors City License #:ltp U) �],� Phone: Contractor E-mail Address:``�- Sub Contractors: Electrical: J,' 0 El +-�� Plumbing: y ���, b �o Mechanical: S� � � (fid 145 W.R. City License #�� W.R. City License # qW.R. City License # to 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.),, �zJ ��`l� - Tgmk 1ij U-,-QCyUd LOA" T 0 146NUA, vn nes hoc L�� i s �+ Clam, �. Lek4n —. `- . \ Q ID T� C0JQ�'IDt-Ch — Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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) (CONTRACTO orUTH :R D REPRESENTATIVE) of (OWNER) (CONTRACTORI> PRINT NAME: SIGNATURE: I DATE: 1 n DEPARTMENT USE ONLY ZONING COMMMENT,&' ` OCCUPANCY CLASSIFICATION: Reviewer N BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: /) plRr�zr,7' Rgvp 17l-24lN fN 7� ��REGT/oNs S/doWN Reviewer: 11WN 014 -rNC R,afl-LlN1=D PL07- P-44 7V 0laV7-6f%7- AC>JA6C—pJ7" 60/--90!l? CCK, F¢aM 5-7oAMWA7'EFR PROOF OF SUBMISSION FORMS 2) A 6JZQ IVIG GE2T1Fl�Q7'1C"t J L.r--Tl—TlQ vl4LtLL � p91012 V 6.0, r0 ONSU2E p A 5/T� ia,�n/1VG Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of Wheatidge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: i Project Address: Name of Firm/ Individual submitting documents: Project Type/ Description: Signature of Firm Representative or Individual: U" I k) LL—z DO NOT WRITE BELOW THIS POINT-- FOR AGENCY USE ONLY Lit/ 1 am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Consolidated Mutual Water District alley Water District o Denver Water Agency Notes: Sig nat u`e:'1Z Z (Agency Representat o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Dat e: �� WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED THIS DEED, Made this February J , 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 7efferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: �e-40ew Name: Robert R. Short Title: President State of Colorado ) County of )ss �- ���� U ) 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._ c; My commission expires: •? -,, % JANET S JACKSON ivOTARY PUBLIC STATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 r NotoryiPublic ! f Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF$0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation (`Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Lender 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 ObRzations 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- -t� kff-ca 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 pernlit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) slums 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 cornpetent 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 Tender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913 thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability. Cautions. 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 13539132 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 Lcnder 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, 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 Decd of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility- Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 0 and cable) including the costs of permits, fees, demolition, relocation and installation ("DDr Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "1191ity 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 HOME OF COLORADO, INC., a Colorado coraoratio By: Title: _J 4T 3 /�/./ STATE OF COLORADO § COUNTY OF --t. 2 The for oing ins ent was acknowledged before me this 26th day of February, 2016, by of REMINGTON HOMES OF COLORADO, TnC., a Colorado corporation, on behalf of said corporation. SHANNOFt: RCS!# . A Notary fubl� State of Colorado Notary 10 20004037048 My Commission Expires Sep 23, ]21017 1353913.2 Witness my hand and official seal. My commission expires: Lot Notary Public City of SINGLE FAMILY/DUPLEX Wheat Ri&ye PUBI IC WORKS R UILDING PERMIT APPLICA TION RE VIEW Date: 177 Location: 52:;3 7 j I 1-G7- ATTENTION: TATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a —41F 1& 14 AF-= 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: �OK �'T � refer to 2. -A/ Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes b. curb & gutter: --� No Completed Yes --W/No Completed c. sidewalk: Yes � No d. Other (specify): Completed — Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. --1L Does all existing roadway/alley R.O.W. meet the standards of the City: Yes If not, what is required? If R.O.W. is required, has the deed been received: No 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. Ktmn' i�9 /17 Signature Mark Van Nattan Dat 5. N/A NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. Stipulations: jFp0j� nnl M —� �Lif2r� Te i�/Qi".r'TGr� aJr� 7• A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location N Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of ,-" Wheat N e PUBLIC WORKS aty of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORDS DEVELOPIV VNT REVIEW FEES Date: Location of Construction: G -r. Purpose of Construction: �iNr�� _ r—.AM ILY Single Family 1z Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $_ (Required of all projects for document processing) Single Familv Residence/D9Plex Review Fee: ..................................... $50.00 $__512,_V20 Commercial/Multi-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 l" and 2nd submittals): ........................... $500.00 $ • Trip Generation Study Review Fee: .................................................. $200.00 $ ® O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (%2 initial review fee) :.................................................... $300.00 $ 4`1' submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ........ ........................................................ $600.00 (Full initial review fee) $ TOTAL REVIEW FEES (due at time of Building Permit issuance): DD 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. \xN N.6'A hvatridgexo,us Rev 12/12 Cily of' Wheat 1'U111 IC W0itKS 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: 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 wtirw.ci.wheatridge.co. us Rev 2108 Rev. 04/17 Quail Ridge Estates – Plan Review Worksheet Address: SZ Quail Ridge Estates Subdivision, Lot #: Applicable curve conditi Block: y ons. FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: -q sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): 3. sq. ft. (not including accessory structures) Total Proposed Building Coverage: lg sq. ft. 1�6 Z-0 % Accessory Building Coverage ki a. sq. ft (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Interior Side 5' r Side on street 10' vva�- Rear 20� Accessory Structure Setbacks Required— Provided Rear (if under 8' tall) 2' V1 � Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) V� Building Height Maximum Provided Main Building 35' 2.3 1 Accessory Structure 15' r1 � Is the structure within 2 feet of minimum setbacks? (If yes, add surveying condition FND.) Rev. 04/17 tLandsca in l Coverage Re uired 25% Provided c; 7 l� Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODPI: ❑ 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 ❑ 00[scll 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. MII� MiTek' Re: 7256 GL 725B Q C 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: R49219265 thru R49219342 My license renewal date for the state of Colorado is October 31, 2017. ��o�,Poo LlcF�s O�:O SOOti . �Q -,�? ON .0 G); PE -44018 Ong, Choo Soon .. 4( Whi�tPUdge commpMTY DEVELOPMENT APPROVED Reviewed for Code Compliance C" -_7 )Ia)1r) Plans E r Date VM dit of otrnat: The issuance of o Permit or approvol of Plans specifrtotiorn and computations shall not be a permit for, or an approval of, any violation to any of the provisions of the building code or of any City ordinances. Permits presumhg to give authority to violate of cancel the provisions of the 9uddi g codes or other ordMarces of the City Omit not be valid. December 13,2016 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. 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M„Zf,f -k 69S 6 3a�3n ,s ti s s J h Q cn :SNOISN3W10 W = I o F -i < L) 0 NOV813S O w Oa J LL o I ; �� I I ���Q C < m �Yz L)��o ami ~pc) Ld > �� , F- L U�•�!7 " OOJQ m> �O ZJ =Qz� o a � a C J o Z I..i. Q� J S a o O n N �I3 ' n :NH30NOO 30 SMIC vii ¢ a I USP THDH26-2 3 USP THDH28-3 1 USP HTW20* 10 USP RT7* 300 C Eu r m a c o_ C N C cr. Q m V G 20 0 g !Dv v d rn r o_ C uNi� V G 20 W �m o a o r U-) m E Z m 0 0 0 E M U m c Q• 1 W m= c c O p d U m o5 c m ca rnrn C V 2 mm a c m m L � 7 DJ M N � N Nm amim0 y0x m00 Ymo O 1% o 000 SENn O 0m 0 L CL Job Truss Truss Type Qty Ply 7256 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849219265 725B_GL Al Roof Special Girder 1 2 Vert(TL) -0.81 12 >473 240 TCDL 10.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.11 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:28 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-OoU5dBCdH WL_AjKChTugLYm IvKfhbgl5F WihzZy9f5L 5-0-7 9-0-0 13-3-0 17-6-0 23-0-0 28-11-6 32-5-8 3-5- -0-0 _O_ 0 3-11-9 4-3-0 4-3-0 5-6-0 5-11-8 3-6-0 1-0-0 Scale = 1:58.0 5x6 = 4.00 3x4 = 6x6 = 3x6 = 14 13 12 22 23 11 5x6 = 3x9 = 8x8 = 5x6 = 3x9 II 9-0-0 17-6-0 23-0-0 28-11-8 32-5-8 9-0-0 B-6-0 5-6-0 5-11-8 3-6-0 Plate Offsets (X Y)-- [7:0-4-8,Edgel, [13:0-2-12,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.41 12 >941 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.81 12 >473 240 TCDL 10.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.11 9 n/a n/a BCLL 0.0 Code IRC2012f rPI2007 Matrix -R Wind(LL) 0.28 12 >999 240 Weight: 320 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (5-5-14 max.): 4-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=2372/0-5-8, 2=1831/0-5-8 Max Horz 2=51(LC 59) Max Uplift 9=-456(LC 7), 2=-336(LC 6) Max Grav 9=2372(LC 1), 2=1907(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4180/677,3-4=-3995/621,4-5=-3748/606, 5-6=-5122/911, 6-7=-5399/920, 7-8=-10121/1777, 8-9=-7138/1206 BOT CHORD 2-14=-612/3844, 13-14=-697/4675, 12-13=-1691/10044, 11-12=-1089/6626, 9-11=-1097/6741 WEBS 3-14=-356/228, 4-14=-63/791, 5-14=-1255/281, 5-13=-139/820, 6-13=-94/1120, 7-13=-5042/944, 7-12=-615/299, B-12=-635/3618, 8-11=-60/957 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. 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, Except member 11-B 2x4 - 1 row at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 0 L1CFilj DOL=1.33 o�ND sf� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 ••••.•.•�•• �O• .• SOON •e 5) Unbalanced snow loads have been considered for this design. • �O O 6) 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 2 non -concurrent with other live loads. : U 7) Provide adequate drainage to prevent water ponding. S PE -44018 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. Q •: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=456,2=336. S/0 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 Ib down and 81 Ib up at December 13,2016 ` 28-11-8 on top chord, and 688 Ib down and 155 Ib up at 26-7-8, and 31 Ib down at 27-10-12, and 721b down at 28-10-12 on AWARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Loos system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat Ra'�9� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT 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 Gree ack Lane 1V150f1 Q Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 c�Lr„}l If1Q '` Job Truss Type Qty�eference [Truss 849219265 7256GL Al of Special Girder 1ional Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=11.1 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-7=-80, 7-8=-80, 8-10=-80, 2-9=-20 Concentrated Loads (Ib) Vert: 8=-67(F) 11=-36(F) 22=-688(F) 23=-16(F) 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:28 2016 Page 2 I D:S4VXXKq_apam_nYJxUgEturt0ri-OoU5dB CdH WL_AjKChTugLYm IvKfhbg 15F W hzZy9f5L ,..rr"- of ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7473 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. Forgeneral 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 Citn,s Hainhfc r:A 95610 Job Truss Truss Type Qty Ply 7258 10-0-0 5-11-8 5-6-0 Plate Offsets (X Y)-- f2:0-1-3 Edge1 [5:0-3-0,0-1-121, f8 0-0-15 Edgel fl2:0-4-12 0-3-01 L/CF 3) Unbalanced snow loads have been considered for this design.0 30.0 849219266 7256_GL A2 Roof Special 1 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.49 11-12 >787 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:29 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-V_1 UgXCF2pTmtvPFBP3tmJTTkyJK7QFUASEV9y9f5K 1-0-0 5-9-7 11-0-0 15-6-0 21-0-0 26-11-8 32-5-8 3-5- -0-0 5-9-7 5-2-9 4-6-0 5-6-0 5-11-8 5-6-0 1-0-0 Scale= 1:58.0 5x6 = 4.00 5x8 = 5x6 = 13 12 11 10 5x6 = 2x4 5x10 = 10x16 MT20HS = 4x6 = NOTES - 11-0-0 21-0-0 26-11-8 32-5-8 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip I 5-9-7 5-2-9 10-0-0 5-11-8 5-6-0 Plate Offsets (X Y)-- f2:0-1-3 Edge1 [5:0-3-0,0-1-121, f8 0-0-15 Edgel fl2:0-4-12 0-3-01 L/CF 3) Unbalanced snow loads have been considered for this design.0 30.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.49 11-12 >787 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -1.21 11-12 >318 240 MT20HS 139/108 TCDL10.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.23 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wnd(LL) 0.32 11-12 >999 240 Weight: 139 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc puffins, BOT CHORD 2x4 SPF 1650F 1.5E except WEBS 2x4 HF Stud 'Except' 2-0-0 oc purlins (4-4-6 max.): 4-5, 6-7. 5-11: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1698/0-5-8,8=1698/0-5-8 Max Horz 2=61(LC 10) Max Uplift 2=-295(LC 6), 8=-330(LC 7) Max Grav 2=1918(LC 32), 8=1769(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4099/530, 3-4=-3352/492, 4-5=-3103/484, 5-6=-6239/1037, 6-7=-3574/623, 7-8=-3951/636 BOT CHORD 2-13=-478/3731, 12-13=-478/3731, 11-12=-447/3346, 10-11=-846/5879, 8-10=-535/3637 WEBS 3-12=-733/195, 4-12=-38/651, 5-12=-562/180, 5-11=-485/3087, 6-11=-1601/387, 6-10=-2422/330, 7-10=-47/864 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 L/CF 3) Unbalanced snow loads have been considered for this design.0 30.0 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 psf on overhangs X>) ..+••++�/s SOON •+• t�� non -concurrent with other live loads. V�% ; O 5) Provide adequate drainage to prevent water ponding. e 6) All plates are MT20 plates unless otherwise indicated. : U 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 PE -44018 will fit between the bottom chord and any other members. truss to bearing capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) QZ 9) Provide mechanical connection (by others) of plate 2=295,8=330. OA •��1� 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :CS •••• SOON December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,01-7473rev. 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 Wheat r� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y /� r V h e a# R I ° 1,a 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 r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan lJ iI� f ltf, i),V! F .�, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7258 26-3-12 32-5-8 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. R49219267 725B—GL A3 Roof Special Girder 1 3 •�F�js 6-1-12 SUO/(j ••. Plate Offsets (X Y)-- [2:0-14,0-2-91, [5:0-3-8,0-4-01,18:1-8-2,0-5-41, [8:0-0-0,0-1-31, [9:0-7-0,0-8-01, [10:0-5-0,0-8-41,[11:0-4-0,0-7-81 Job Referenceo tional Alpine Lumber Co., Commerce City,CO.80022 8.u3u s sep 2`J ZU1b MI I eK Inaustnes, Inc. noon uec 12 16:3/:32 ZD1b rage 1 ID:S4VXXKq_apam_nYJxUgEturtOri-vZjcSYF8LkrOeLe_wJymVOxxgx2PXSZhABgu6Ky9f5H 13-3-0 18-1 1-g�6-3-12 32-5-8 108i11-0000 77-4-99 5-10-7 5-8-0 2 Scale= 1:57.0 5x6 = .,,,, f,n 5x8 = 1z ii - 5x8 = 3x6 II 10x10 = 10x10 - 12x14 = LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x10 DF 1950F 1.7E WEBS 2x4 HF Stud `Except' BOT CHORD 6-9: 2x4 SPF No.2, 7-9: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 8=1 1750/0-5-8, 2=3531/0-5-8 Max Horz 2=80(LC 53) Max Uplift 8=-1880(LC 7), 2=-576(LC 6) Max Grav 8=11754(LC 30), 2=3531 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9169/1343, 3-4=-9072/1445, 4-5=-9076/1437, 5-6=-18273/2937, 6-7=-26531/4319, 7-8=-27318/4386 BOT CHORD 2-12=-1247/8586, 11-12=-1247/8586, 10-11=-2840/18337, 9-10=-3403/21429, 8-9=-4092/25738 WEBS 3-12=-340/153, 3-11=-562/414, 4-11=-742/5093, 5-1 1=-1 0 765/1 7 71, 5-10=-493/1441, 6-10=-4057/1193,6-9=-1356/8811,7-9=-292/2390 Structural wood sheathing directly applied or 5-6-4 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEEDURE WITH A MINIMUM OF 10D (.131" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. NOTES - 7-4-9 13-3-0 18-11-0 2) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: 26-3-12 32-5-8 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 7-4-9 5-10-7 5-8-0 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. P Q 0 C/(,' 7-4-12 •�F�js 6-1-12 SUO/(j ••. Plate Offsets (X Y)-- [2:0-14,0-2-91, [5:0-3-8,0-4-01,18:1-8-2,0-5-41, [8:0-0-0,0-1-31, [9:0-7-0,0-8-01, [10:0-5-0,0-8-41,[11:0-4-0,0-7-81 6) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. 8) Provide adequate drainage to prevent water ponding. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.36 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.69 9-10 >554 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.11 8 n/a n/a 0.0 µ Code IRC2012/TP12007 Matrix -R Wind(LL) 0.23 9-10 >999 240 Weight: 645 lb FT=20% BCDL 10.0BCLL LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x10 DF 1950F 1.7E WEBS 2x4 HF Stud `Except' BOT CHORD 6-9: 2x4 SPF No.2, 7-9: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 8=1 1750/0-5-8, 2=3531/0-5-8 Max Horz 2=80(LC 53) Max Uplift 8=-1880(LC 7), 2=-576(LC 6) Max Grav 8=11754(LC 30), 2=3531 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9169/1343, 3-4=-9072/1445, 4-5=-9076/1437, 5-6=-18273/2937, 6-7=-26531/4319, 7-8=-27318/4386 BOT CHORD 2-12=-1247/8586, 11-12=-1247/8586, 10-11=-2840/18337, 9-10=-3403/21429, 8-9=-4092/25738 WEBS 3-12=-340/153, 3-11=-562/414, 4-11=-742/5093, 5-1 1=-1 0 765/1 7 71, 5-10=-493/1441, 6-10=-4057/1193,6-9=-1356/8811,7-9=-292/2390 Structural wood sheathing directly applied or 5-6-4 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 10-0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEEDURE WITH A MINIMUM OF 10D (.131" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. NOTES - 1) Special connection required to distribute web loads equally between all plies. 2) 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 0-7-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 3) 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. P Q 0 C/(,' 4) 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; •�F�js enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip SUO/(j ••. DOL=1.33 O ; 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs PE -44018 ' non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed fora 10.0 bottom chord live load non concurrent with any other live loads. ••e. psf ��\ S 11) ' 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 will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=1880,2=576. December;2016 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 0 nl�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rIl!!eekV '+is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection antl bracing of trusses antl truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component nbac ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand a, VA 22314. _. Si'�. �'' t� Job Truss Qty Ply 7256 FR,,fSpyLi-IG--,rdr R49219267 7256_GL A3 1 3 Job Reference (. t, - Alpine Lumber Co., Commerce Cily,C0.80022 B.U30 s Sep 29 2016 MI I eK Industries, Inc. Mon Dec 12 16:37:32 2016 Nage 2 ID:S4VXXKq_apam_nYJxUgEturtOri-vZjcSYF8Lkr0eLe wJymVOxxgx2PXSZhABgu6Ky9f5H NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8682 Ib down and 1414 Ib up at 26-3-12, 1095 Ib down and 185 Ib up at 27-114, and 1095 Ib down and 180 lb up at 29-11-4, and 1110 Ib down and 169 Ib up at 32-2-12 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, 5-6=-80, 6-8=-80, 2-8=-20 Concentrated Loads (lb) Vert: 8= -1110(B)9= -8682(B)18= -1095(B)19= -1095(B) Cady OA AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' V IiTek' is always required forstability 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lan r Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. - Job Truss Truss Type Qty Ply 725B R49219268 725B—GL B1 Hip Girder 1 2 TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.44 9-10 >710 360 MT20 185/144 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek etc Industries, Inc. Mon Dec 12 16:5/.34 2016 rage 1 ID: S4VXXKq_apam_nYJxUgEturtOri-ryrMtEGOtM58ueoM2k_EapOLclhT?Pr_eS9?BDy9f5F -1-0-0 5-0-0 10-5-7 16-0-9 21-6-0 26-6-0 1-0-0 5-0-0 5-5-7 5-7-3 5-5-7 5-0-0 Scale = 1:46.4 4.00 12 5x8 = 3x4 = 2x4 II 5x10 = 5x6 = 11 14 15 .. 16 17 18 - 4xd — 2x4 II 4x8 = 10x12 MT20HS = 2x4 11 5-0-0 5-5-7 5-7-3 5-5 7 _. 1 5-0-0 Plate Offsets (X Y) 12'0 1 7 Edgel 13 0 4-8 0-1-121 [6:0-5-4.0-1-121, [9:0-4-12,0 5-41 [10:0-3-8,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.44 9-10 >710 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.78 9-10 >402 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.10 7 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.26 9-10 >999 240 Weight: 246 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 'Except` 2-0-0 oc purlins (5-2-10 max.): 3-6. 2-9: 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except` 3-10,4-9,6-9: 2x4 SPF No.2 REACTIONS. (Ib/size) 7=2157/0-5-8, 2=2879/0-5-8 Max Horz 2=34(LC 10) Max Uplift 7=-415(LC 7), 2=-627(LC 6) Max Grav 7=2209(LC 26), 2=2879(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8036/1542, 3-4=-12135/2263, 4-5=-11113/2012, 5-6=-11136/2019, 6-7=-6204/1123 BOT CHORD 2-11=-1424/7548, 10-11=-1413/7471, 9-10=-2210/12132, 8-9=-1020/5826, 7-8=-1014/5832 WEBS 3-11=-130/918,3-10=-870/4888, 4-10=-547/246, 4-9=-1144/325, 5-9=-681/180, 6-9=-1012/5560 NOTES - 1) 2 -ply truss to be connected together with IOd (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered 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. II; Exp C; NDID LICF enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip�.•••••••e� DOL=1.33 ' V�.OeO SD07�yO•,fCO 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 for this design. 10 5) Unbalanced snow loads have been considered 6) 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. PE -44018 7) Provide adequate drainage to prevent water ponding. MT20 otherwise indicated. 8) All plates are plates unless other live loads. Q� 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any 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 �S,s ••e..• will fit between the bottom chord and any other members. ON 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=415,2=627. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 1 016. 5 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. is based shown, and is for an individual building component, not h R1. wtX Design valid for use only with MiTekS connectors. This design only upon parameters incorporate this design into the overall tQ.X a truss system. Before use, the building designer must verify the applicability of design parameters and properly 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 Component 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPH Quality Criteria, DSB-89 and BCSI Building Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heichts. CA 95610_- Job Truss Truss Type Qty Ply 7256 849219268 725B_GL 61 Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 d.UaU s aep Zy tU w rvn i UK rnausuies, rnc. wwn Uec is 10.0— <o w rays c ID: S4VXXKq_apam_nYJxUgEturtOri-ryrMtEGOtM58ueoM2k_EapOLclhT?Pr_eS9?BDy9f5F NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 634 Ib down and 166 Ib up at 5-0-0, 249 Ib down and 68 Ib up at 7-0-12, 249 Ib down and 68 Ib up at 9-0-12, 249 Ib down and 68 Ib up at 11-0-12, and 251 Ib down and 72 Ib up at 13-0-12, and 703 Ib down and 134 Ib up at 13-10-8 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: 1-3=-80, 3-6=-80, 6-7=-80, 2-7=-20 Concentrated Loads (lb) Vert: 11=-634(F) 14=-249(F) 15=-249(F) 16=-249(F) 17=-251(F) 18=-703(F) city 01 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE.^ t bi /8 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 V a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �T k tD ivlsr'n 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109^A c re OSe Job Truss Truss Type QtyPly Plate Offsets (X Y)-- [10:0-5-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP R49219269 TJob5Reference 725B_GL B2 Roof Special 1 1 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.55 10-11 >571 240 TCDL 10.0 Rep Stress Incr - YES (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:36 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-o Ky7lwlePzLr7yyl991 igE6XYZNgTMBH5me6F5y9f5D 1-0-0 7-0-0 13-3-0 19-6-0 25-0-026-6-0 1-0-0 7-0-0 6-3-0 6-3-0 5-6-0 1-6-0 Scale: 1/4"=1' 6x6 = 4.00 12 2x4 11 6x6 = 4x6 = 11 iu o 2.4 II 5x10 = 4x6 = 4x6 = 7-0-0 13-3-0 19-6-0 26-6-0 7-0-0 6-3-0 _ 6-3-0 7-0-0 Plate Offsets (X Y)-- [10:0-5-0,0-3-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.29 10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 Vert(TL) -0.55 10-11 >571 240 TCDL 10.0 Rep Stress Incr - YES WB 0.50 Horz(TL) 0.13 8 n/a ri BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.17 10 >999 240 Weight: 99 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 `Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-3:2x6 SPF 165OF 1.5E, 3-5: 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (2-2-0 max.): 3-5, 6-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-9-13 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=1304/Mechanical, 2=1407/0-5-8 Max Horz 2=47(LC 10) Max Uplift 8=-226(LC 7), 2=-288(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3043/476, 3-4=-3974/638, 4-5=-3977/639, 5-6=-2959/480 BOT CHORD 2-11=-411/2826, 10-11=-415/2818, 9-10=-431/2797, 8-9=-440/2165 WEBS 3-11=0/283, 3-10=-211/1245,4-10=-831/216, 5-10=-218/1270, 6-9=-33/756, 6-8=-2425/537 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. LIC 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` designed for live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�NDO c,, 7) This truss has been a of will fit between the bottom chord and any other members. \ •..••••••• �0 • SOON• • %sf�t7 8) Refer to girder(s) for truss to truss connections. 00 O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=226,2=288. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 .a •. ..tea. Fss/ON .. December 13,2016 A WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0 32 01 5 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss 6-0-0 2-11-12 2-11-12 3-6-4 3-6-4 3-5-0 Qty Ply [16:0-4-12,0-2-01 ]TTrussType SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 849219270 TJob5Reference 7256 GL C1 Roof Special Girder 1 3 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -1.22 14-15 >254 240 MT20HS 139/108 TCDL 10.0 o tional Alpine Lumber Co., Commerce City,CC.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:39 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-CveFwxKXhujQ_QgKrHaPHtk1 gmM2gfzjnktmsQy9f5A r�11--00--00 333-0-5 -F 6-0-0 I8-11-12 11-11-8 14-6-0 19-0-0 260 26-1-8 -11-12 2-6-8 6- -7-62-11-11 2-11-12 2 Scale = 1:48.9 6x10 = 3x6 % 18 24 17 25 16 1Ox16 MT20HS =2.00 12 3x4 = 4x8 = 4x8 11 0 6-0-0 8-11-12 11-11-8 15-5-12 19-0-0� 22-5-0 26-1-8 6-0-0 2-11-12 2-11-12 3-6-4 3-6-4 3-5-0 3-8-8 Plate Offsets (X Y)-- [7:0-4-0,0-3-01, [8 0-5-12 Edgel [14:0-2-8,0-2-01, [15:0-7-0 Edoel [16:0-4-12,0-2-01 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 0.97 Vert(LL) -0.64 14-15 >486 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -1.22 14-15 >254 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.28 11 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.41 14-15 >751 240 Weight: 338 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, 4-7,9-10: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (2-8-1 max.): 4-7, 9-10. BOT CHORD 2x6 SPF 1650E 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-16:1-1/2" x 7-1/4" VERSA -LAMS 2.0 2800 DF 13-15:2x4 SPF 240OF 2.OE, 11-13: 2x4 SPF 210OF 1.8E WEBS 2x4 HF Stud *Except* 8-14: 2x4 SPF No.2 REACTIONS. (Ib/size) 11=2234/Mechanical, 2=3116/0-5-8 Max Horz 2=91 (LC 10) Max Uplift 11=-332(LC 6), 2=-617(LC 6) Max Grav 11=2234(LC 1), 2=3162(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6914/1294, 3-4=-7467/1373, 4-5=-8958/1648, 5-6=-12523/2226, 6-7=-16949/2991, 7-8=-17172/2970,8-9=-7105/1110,9-10=-293/52,10-11=-300/45 BOT CHORD 2 -18= -1234/6258,17 -1B=-1307/7024,16-17=-1106/6210,15-16=-244/1630,6-15=-420/93, 14-1 5=-3731/21289, 13-14=-1402/8801, 12-13=-1397/8779, 11-12=-889/5874 WEBS 3-18=-97/1018, 4-18=-87/696, 4-17=-412/2482, 5-17=-2149/383, 15-17=-559/2916, 5-15=-641/3957, 7-15=-4727/785, 7-14=-5850/1127, 8-14=-1650/9212, 8-13=-487/3344, 8-12=-2382/455, 9-12=-146/1166, 9-11=-6226/967 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 1 1/2 x 7 1/4 - 2 rows staggered at 0-5-0 oc, 2x4 - 1 row at ANO 0 LICE 0-9-0 oc. 1 0-9-0 •••••.• �� % sF Webs connected as follows: 2x4 - row at 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 •�� 800 V �O N 0 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. r '% 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 PE -44018 DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 psf 5) Unbalanced loads have been for this design. C> �,o snow considered •••••. 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 �C` \ non -concurrent with other live loads. ON 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. Decemb r 13,2016 9) The Fabrication Tolerance at joint 15 = 0% ,& WARNING - Verlf dein parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1-7473 rev. 10/03,2015 BEFORE USE. R 4\� `j ,+ rr11 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 ` Y ` 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 �/� j� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the •• •� •e fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _. ^ Job Truss Truss Type Qty Ply 7258 849219270 725B_GL C1 Roof Special Girder 1 �} 3 Job Reference o lional Alpine Lumber Co., Commerce City,C0.80022 8.U30 s Sep 29 2ultd MII ek Inclustnes, Inc. Mon Dec 12 115:3r3a YU16 rage z ID:S4VXXKq_apam_nYJxUgEturt0ri-CveFwxKXhujQ_QgKrHaPHtkl gmM2gfzjnktmsQy9f5A NOTES - 11) ' 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. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=332, 2=617. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 781 Ib down and 189 Ib up at 6-0-0, 313 Ib down and 79 Ib up at 8-0-12, and 313 Ib down and 79 Ib up at 10-0-12, and 1271 Ib down and 204 Ib up at 11-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 7-8=-80, 8-9=-80, 9-10=-80, 2-16=-20, 13-15=-20, 11-13=-20 Concentrated Loads (lb) Vert: 16=-1271(B) 18=-781(B) 24=-313(B) 25=-313(6) ,& WARNING - Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. r 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 N fhe Ileal f a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Y v building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral 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 Greenbajo(1M1f1i Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7258 Plate Offsets (X,Y)— [2:0-0-5,0-0-2], [2:0-7-9,0-0-3], [3:0-4-12,0-2-8], [5:0-7-0, Edge], [7:0-7-8,0-2-0], [8:0-4-0,0-1-12], [9:0-0-0,0-0-13], [10:0-2-12,0-1-12], [11:0-4-0,0-54], SO DN ••s� V �O O [113:0-6-8,0-5-01, [15:0-3-0,0-1-121 LOADING (psf) R49219271 725B—GL C2 Roof Special 1 1 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.61 12-13 >502 360 MT20 185/144 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:41 2016 Page 1 ID:S4VXXKq_apam_nYJxUgElurtOri-81mOLdMnDVz8DjgiyictM IpPma418V5OF2MtxJy9f58 +-0-0 7-6-0 1 11-11-8 16-0-0 19-0-0 22-0-0 26-1-8 1-0-0 7-6-0 4-5-8 4-0-8 3-0-0 3-0-0 4-1-8 500 Scale = 1:48.6 6x6 = 6 20 ax19 m N I� a 6x6 — -IJ 15 G.VV IIC 5x6 = 3x4 NOTES - 7-6-0 11 -it -8 16-0-0 19-0-0 22-0-0 26-1-8 1,NO 0 LICE } 7-6-0 4-0.8 3-0-0 3-0-0 4-1-8 Plate Offsets (X,Y)— [2:0-0-5,0-0-2], [2:0-7-9,0-0-3], [3:0-4-12,0-2-8], [5:0-7-0, Edge], [7:0-7-8,0-2-0], [8:0-4-0,0-1-12], [9:0-0-0,0-0-13], [10:0-2-12,0-1-12], [11:0-4-0,0-54], SO DN ••s� V �O O [113:0-6-8,0-5-01, [15:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.61 12-13 >502 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 Vert(TL) -1.23 12-13 >251 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.36 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.41 12-13 >757 240 Weight: 109 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-3,3-5: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-5, 7-8. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. 4-14:2x4 SPF No.2, 11-13:2x6 SPF 210OF 1.8E ek recommends that Stabilizers and required cross bracing 9-11: 2x6 SPF 165OF 1.5E Fbistalledduring truss erection, in accordance with Stabilizer WEBS 2x4 HFStud 'Except' allation guide. 8-9:2x6 SPF 1650F 1.5E, 8-10: 2x4 SPF No.2 WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 9=1281 /Mechanical, 2=1384/0-5-8 Max Horz 2=109(LC 7) Max Uplift 9=-154(LC 6), 2=-280(LC 6) Max Grav 9=1281(LC 1), 2=1452(LC 32) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2819/462, 3-4=-4857/814, 4-5=-6833/1106, 5-6=-4552/687, 6-7=-4556/691, 7-8=-3785/523, 8-9=-1096/155 BOT CHORD 2-15=-450/2542, 14-15=-55/344, 4-13=-862/159, 12-13=-851/5208, 11-12=-1064/6805, 10-11=-451/3618, 9-10=-64/361 WEBS 3-15=430/170,113-15=418/2314. 3-13=-352/2576, 4-12=-234/1826, 5-12=-1177/231, 5-11=-2526/453, 6-11=-341/2492, 7-11=-164/912, 7-10=-1725/285, 8-10=-474/3524 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; 1,NO 0 LICE enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 tJ •••...•• Qom••• 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 SO DN ••s� V �O O 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. PE -44018 ' 5) Provide adequate drainage to prevent water ponding. O 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;•t �� • 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 •• ��ls ••e•••..•' will fit between the bottom chord and any other members, ON 9) Refer to girder(s) for truss to truss connections. 9) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) December 13,2016 9=154, 2=280. ,& WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 „ 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 ANSIlTPI1 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 ob Truss Truss Type Qty Ply 725B [725B SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP 849219272 Plate Grip DOL 1.15 C3 Half Hip 1 1 Lumber DOL 1.15 _GL Vert(TL) -0.79 11-12 >391 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:43 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-4gummJN t 17EsT1 _547fLSjurFNIDcPIJiMrz?By9f56 _1-0-0i 4-9-7 I 9-0-0 i 11-11-8 16-7-0 21-2-8 26-1-8 1-0-0 4-9-7 4-2-9 2-11-8 4-7-8 4-7-8 4-11-0 Scale = 1:47.2 5x6 = 4x6 = 46 = 4x12 = 5x8 = 4X6 = -10 -14 4x12 = 2x4 II 9-0-0 11-11-8 15-5-12 19-0-0 22-5-0 26-1-8 9-0-0 2-11-8 3-6-4 3-6-4 3-5-0 3-8-8 Plate Offsets (X Y)-- [4:0-4-0,0-2-121, [7:0-4-4,0-1-81, 19:Edge 0-1-121 [11:0-5-12,0-5-01, [13:0-7-8,0-3-121, [15:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.44 11-12 >700 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -0.79 11-12 >391 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.31 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.25 12 >999 240 Weight: 128 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E "Except' except end verticals, and 2-0-0 oc purlins (2-10-14 max.): 4-8. 2-14: 2x4 SPF No.2, 5-14: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud `Except' MiTek recommends that Stabilizers and required cross bracing 7-11,8-10: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1285/Mechanical, 2=1388/0-5-8 Max Hoa 2=143(LC 7) Max Uplift 9=-235(LC 6), 2=-292(LC 6) Max Grav 9=1570(LC 23), 2=1413(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2858/556, 3-4=-2655/456, 4-5=-4425/762, 5-6=-5773/915, 6-7=-7641/1164, 7-8=-2903/438, 8-9=-1503/244 BOT CHORD 2-15=-546/2608, 5-13=-987/186, 12-13=-731/4562, 11-12=-1038/6645, 10-11=-758/4764 WEBS 3-15=-493/195, 4-15=-803/205, 13-15=-391/2546, 4-13=-377/2322, 5-12=-166/1361, 6-12=-1201/242, 6-11=-140/1182, 7-11=-452/3258, 7-10=-2622/465, 8-10=-433/3081 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. (/C 5) Provide adequate drainage to prevent water ponding. O�PDO 6) All plates are MT20 plates unless otherwise indicated. ••..••••.•� • Vim.: SOON .sFQ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • O O 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 U �S will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. PE -44018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 9=235,2=292. • GV � • �• 11) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. SSON.. December 13,2016 Via, 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r I{ a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall WIFt.,',. F4 0, `c. 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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane.. ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.99. _ ..... Job Truss Truss Type Qty Ply 725B 849219273 7258 GL C4 Hip 1 1 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:44 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-ZtR8_fOg WQMj4BZHdrAa_wRvMn38LsiSxOaXXey9f55 1-0-0 5-6-5 11-0-0 1-11- 16-8-8 21-5-8 26-1-8 1-0-0 5-6-5 5-5-11 -11-8 4-9-0 4-9-0 4-8-0 Scale: 1/4"=1' 4 6x10 4x6 11 412 = 3x4 = 6x8 = 14 111 a.w , — 8x12 = 4x6 11 5-6-5 11-11-8 19-0-0 21-5-8 26-1-8 5-6-5 6-5-3 7-0-8 2-5-8 4-8-0 Plate Offsets (X,Y)-- [2:0-7-9,0-0-3], [2:0-0-5,0-0-2], [4:0-5-4,Edge], [7:0-6-0,0-0-12], [8:Edge,0-2-0], [10:0-3-12,0-2-0], [11:0-5-0,0-3-4], [12:0-3-12, Edge], [13:Edge,0-3-8], [14:0-3-3 Edge] 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) -0.29 11-12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(TL) -0.65 11-12 >476 240 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.23 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.20 11-12 >999 240 Weight: 108 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, BOT CHORD 2x4 SPF No.2 'Except` except end verticals, and 2-0-0 oc purlins (2-2-15 max.): 4-7. 5-13: 2x4 HF Stud, 11-12: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation guide. REACTIONS. (Ib/size) 2=1388/0-5-8, 9=1285/Mechanical Max Horz 2=94(LC 10) Max Uplift 2=-288(LC 6), 9=-212(LC 7) Max Grav 2=1531(LC 27), 9=1285(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3010/496, 3-4=-2857/541, 4-5=-2832/547, 5-6=-2955/560, 6-7=-3995/636, 7-8=-2440/410, 8-9=-1242/242 BOT CHORD 2-14=-485/2701, 13-14=-55/267, 5-12=-447/96, 11-12=-658/4046, 10-11=-395/2387 WEBS 3-14=-392/165, 4-14=-410/199, 12-14=-405/2427, 4-12=-97/980, 6-12=-1220/236, 7-11=-270/2003, 7-10=-695/146, 8-10=-340/2226 NOTES - 1) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 �Q •���.�••• �s non -concurrent with other live loads. Q •.• SOO ••� F 5) Provide adequate drainage to prevent water ponding. UO N O ..� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I- *. 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. PE44018 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) �• •: �� 2=288,9=212. P 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. its •••• \ SOON December 13,2016 ,& 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 . 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 JobTruss [9:0-2-12,0-3-41 Truss Type Qty Ply 725B DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849219274 7256 GL C5 Hip 1 1 BC 1.00 Vert(TL) -0.35 9-10 >894 240 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 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:46 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-VFZvOLQw22cRKVjglFC23LWFvbkcppm IOK3ecWy9f53 1-1-0-016-6-5 13-0-0 19-5-8 26-1-8 1-0-0 6-6-5 6-5-11 6-5-8 6-8-0 11 6x6 = 4x8 = Scale= 1:46.4 5xB iv .. 7 3x9 II 2x4 5x8 = 4x8 = 3x4 m rb Plate Offsets (X Y)-- [2:0-0-11.0-1-141, [2:0-2-13,0-10-11, (6:Edge 0-2-01 [8:0-1-8,0-2-01, [9:0-2-12,0-3-41 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; LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.17 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(TL) -0.35 9-10 >894 240 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 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.10 7 n/a n/a 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wnd(LL) 0.10 9-10 >999 240 Weight: 104 Ib FT=20% BCDL 10.0 •eee /ON December 13,2016 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E "Except" TOP CHORD Structural wood sheathing directly applied, except end verticals, and 1-4: 2x4 SPF No.2 2-0-0 oc purlins (2-2-0 max.): 4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud "Except` WEBS 1 Row at midpt 3-9 4-8: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x6 SPF 1650F 1.5E Installation guide. REACTIONS. (Ib/size) 2=1388/0-5-8, 7=1285/Mechanical Max Horz 2=100(LC 9) Max Uplift 2=-282(LC 6), 7=-201 (LC 7) Max Grav 2=1591(LC 27), 7=1386(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3304/483, 3-4=-2136/377, 4-5=-1418/286, 5-6=-1599/274,6-7=-1324/232 BOT CHORD 2-10=-449/2981, 9-10=-449/2981, 8-9=-257/1913 WEBS 3-10=0/273, 3-9=-1142/231, 4-9=-6/538, 4-8=-662/123, 6-8=-189/1435 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. 0 LtCF 5) Provide adequate drainage to prevent water ponding. for 10.0 bottom live load any other live loads. �p,D Q ••eeeee•e ��.•• sf 6) This truss has been designed a psf chord nonconcurrent with soo7 •• 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 e will fit between the bottom chord and any other members. ; 2 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) PE -44018 2=282,7=201. 10) Graphical representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. purlin •01 •eee /ON December 13,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not r -n �,.q a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt R rU g e 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 Greenba Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 fit j ii1G i)t,J`�" !1 . Citrus Heights.C 581 Job Truss Truss Type Qty Ply 7256 849219275 725B_GL C6 Roof Special 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:47 2016 Page 1 ID:S4VXXKq_apam nYJxUgElurtOri-zS7HcgOYpLklxeHsJzjHcZ3RL_6kYCZud-pB8yy9f52 1-1-0-0 F 6-7-13 13-3-0 15-1-8 21-1-0 26-1-8 �1-0-0 6-7-13 6-7-3 1-10-8 5-11-8 5-0-8 �1 r 4x12 = 5x8 = 5x8 = Scale = 1:46.4 8 5x8 = V = 3x6 = 5x8 = 5x8 = 3x4 3x9 11 19 of N 7-7-1 7-6-7 5-11-8 5-0-8 Plate Offsets (X Y)-- [2:0-3-5 Edgel [2:0-0-0,0-2-21, f5:0-3-0,0-2-01, f7:0-3-0,0-1-81, [10:0-3-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.15 11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.36 10-11 >870 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.10 2-11 >999 240 Weight: 105 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (3-11-15 max.): 5-6. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. 4-11: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud nstallation guide. REACTIONS. (Ib/size) 2=1388/0-5-8, 8=1285/Mechanical Max Hoa 2=99(LC 7) Max Uplift 2=-248(LC 6), 8=-200(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2867/400, 3-4=-2669/418, 4-5=-2179/349, 5-6=-1318/243, 6-7=-1433/221, 7-8=-1234/220 BOT CHORD 2-11=-378/2595, 10-11=-255/1801, 9-10=-296/2055 WEBS 3-11=-463/211, 4-11=-171/937, 4-10=-114/948, 5-10=-749/190, 5-9=-882/114, 7-9=-203/1410 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. �P0 Q [%[,+� 5) Provide adequate drainage to prevent water ponding. Q •eeeee. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q\ •e•• so o' • � sF 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 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) ; PE -44018 ; 2=248,8=200. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. FSs�oN December 13,2b16 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek' 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 t Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 `4 Citrus Heights CA 95810. b Truss Truss Type Qty Ply 7256 [5:0-3-4,0-2-01, [6:0-3-12,0-1-121, [9:0-5-0.0-3-01 LOADING (psf) SPACING- 2-0-0 849219276 56 GL [72 C7 Roof Special 1 1 1.15 TC 0.83 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:48 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-RehfpORAafs8Zos3sgFW9mbdiOW1H 102seYkgPy9f51 -1-0-0 6-7-13 13-3-0 17-1-8 23-1-0 26-1-6 1-0-0 6-7-13 6-7-3 3-10-8 5-11-8 3-0-8 Scale = 146.4 4x6 = 5x6 = J 6 3x5 = 5x10 = 3x6 = 3x9 II 8-7-1 Max Uplift 2=-251(LC 6), 8=-200(LC 7) 8-6-7 9-0-0 Plate Offsets (X Y)-- [2 0-3-5 Edge], [2:0-0-0.0-2-21, [5:0-3-4,0-2-01, [6:0-3-12,0-1-121, [9:0-5-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.49 8-9 >627 240 non -concurrent with other live loads. TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.08 8 n/a n/a UO 010 BCLL 0.0 Code IRC2012rTP12007 Matrix -S Wind(LL) 0.10 9-10 >999 240 Weight: 100 Ib FT = 20% BCDL 10.0 •; �� QZ OX, •��� •••• •• FSS�ON LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E `Except` TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, 4-5.6-7: 2x4 SPF No.2 except end verticals, and 2-0-0 oc pudins (3-0-7 max.): 5-6. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=1388/0-5-8, 8=1285/Mechanical Max Horz 2=99(LC 7) Max Uplift 2=-251(LC 6), 8=-200(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2859/425, 3-4=-2521/371, 4-5=-2459/371, 5-6=-2319/324 BOT CHORD 2-10=-399/2592, 9-10=-252/1772, 8-9=-204/997 WEBS 3-10=-544/241, 4-10=-119/844, 4-9=-117/984, 5-9=-1284/269, 6-9=-144/1508, 6-8=-1468/299 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. POO LICE 5) Provide adequate drainage to prevent water ponding. live loads. •••••...••• FQ 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ; S007� •. V:: 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 UO 010 will fit between the bottom chord and any other members. 1- 8) Refer to girder(s) for truss to truss connections. ; U 0 ; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) PE -44018 2=251,8=200. 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •; �� QZ OX, •��� •••• •• FSS�ON December 13,201 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ +' 0 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 I'; rung wm. ra osatn Job Truss Truss Type ClyPly PLATES GRIP MT20 185/144 Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puriins, BOT CHORD 2x6 SPF 165OF 1.5E except WEBS 2x4 HF Stud *Except* 2-0-0 oc purlins (6-0-0 max.): 4-5. R49219277 TJob5RefeFence 725B_GL D1 Hip Girder 1 Max Uplift 2=-489(LC 6), 6=-552(LC 7) Max Grav 2=2450(LC 27),6=2705(LC 27) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10103/1963, 3-4=-9556/1941, 4-5=-6534/1316, 5-6=-7170/1400 (optional) Alpine Lumber Co., Commerce City,CC.80022 8.030 s Sep 29 2016 MITek Industries, Inc. Mon Dec 12 16:37:50 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-N1 pQEiTQ6G6so6OR_5H_EBh23CBVlgzLJxl rlHy9f5? -1-0-0 B-5-8 10-0-0 17-0-0 ( 23-0-0 X24-0-0 1-0 0 B-5-8 1-6-8 7-0-0 6-0-0 1-0-0 6x6 = 5x6 = Scale = 142.8 2.00 12 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.45 BC 0.88 WB 0.54 Matrix -R DEFL, in (loc) I/deft L/d Vert(LL) -0.39 8-9 >696 360 Vert(TL) -0.71 8-9 >380 240 Horz(TL) 0.19 6 n/a n/a Wind(LL) 0.25 8-9 >999 240 PLATES GRIP MT20 185/144 Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc puriins, BOT CHORD 2x6 SPF 165OF 1.5E except WEBS 2x4 HF Stud *Except* 2-0-0 oc purlins (6-0-0 max.): 4-5. 4-8:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2279/0-5-8, 6=2623/0-5-8 Max Horz 2=91(LC 10) Max Uplift 2=-489(LC 6), 6=-552(LC 7) Max Grav 2=2450(LC 27),6=2705(LC 27) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10103/1963, 3-4=-9556/1941, 4-5=-6534/1316, 5-6=-7170/1400 BOT CHORD 2-9=-1875/9494, 8-9=-1538/7674, 6-8=-1270/6671 WEBS 3-9=-427/1477, 4-9=-543/2888, 4-8=-1339/302, 5-8=-321/2013 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 ND 0 LIEF 5) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 times flat roof load of 30.0 on overhangs R Q •.......� ��.•' stC 6) This truss has been designed for greater of min roof of psf or psf Soo •. non -concurrent with other live loads. �� O �� 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 PE -44018 will fit between the bottom chord and any other members. 10) Bearing at joint(s) 2 considers to value using ANSI/TPI 1 angle to grain formula. Building designer should verify �• ��� parallel grain capacity of bearing surface. Q� •.� �� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �`�, ••.... \ 2=489,6=552. ON 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 13,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 849219277 TJoblference 7258_GL D1 Hip Girder 1 2 o tional Alpine Lumber Co., Commerce City,C0.80022 o.uau s oep za zu to ml 16K Inauscnes, Inc. Ivion uec iz 1o:ar:ou zu io rage z ID:S4VXXKq_apam_nYJxUgEturt0ri-N 1 pOEiTQ6G6so60R_5H_EBh23C8VIgzLJx1 rlHy9f5? NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 732 Ib down and 168 Ib up at 8-11-4, 313 Ib down and 79 Ib up at 10-11-4, 313 Ib down and 79 Ib up at 12-11-4, and 313 Ib down and 79 Ib up at 14-11-4, and 781 Ib down and 189 Ib up at 16-11-4 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: 1-4=-80, 4-5=-80, 5-7=80, 2-9=-20, 6-9=-20 Concentrated Loads (lb) Vert: 8=-781 (B) 12=-732(B) 13=-313(B) 14=-313(B) 15=-313(B) A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Type Qty Ply 7258 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.36 12 >754 360 849219278 7258 T12 Hip 1 1 TCDL 10.0 _GL WB 0.77 Horz(TL) 0.24 9 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:51 2016 Page 1 ID S4VXXKq_apam_nYJxUqEturt0ri-rDMoS2T3taEjOGbdYpoDmPD5ecSQU3dUYbnP Hky9f5_ 4-4-8 I 8-5-8 12-0-0 15-0-0 18-11-11 I 23-0-0 X24-0-0 1-0-0 4-4-8 4-1-0 3-6-8 3-0-0 3-11-11 4-0-5 1-0-0 6x6 = 4x6 = Scale = 1:42.8 5x8 Plate Offsets (X Y)-- [2:0-3-9,0-2-151, [9:0-0-0,0-2-21, [9:0-3-5 Edgei [12:0-5-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.36 12 >754 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.67 2-12 >409 240 TCDL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.24 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.19 12 >999 240 Weight: 84 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except 1-6:2x4 SPF 1650F 1.5E 2-0-0 oc purlins (3-9-8 max.): 6-7. BOT CHORD 2x4 SPF 165OF 1.5E `Except` BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. 9-12: 2x4 SPF No.2MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud [be installed during truss erection, in accordance with Stabilizer WEDGE nstallation guide. Right: 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-1-6 REACTIONS. (Ib/size) 2=1219/0-5-8,9=1235/0-5-8 Max Horz 2=102(LC 10) Max Uplift 2=-239(LC 6), 9=-232(LC 7) Max Grav 2=1489(LC 27), 9=1490(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4484/710, 4-5=-4359/608, 5-6=-4371/671, 6-7=-2293/328, 7-8=-2506/331, 8-9=-2857/389 BOT CHORD 2-12=-707/4096, 11-12=-322/2506, 9-11=-311/2556 WEBS 4-12=0/326, 5-12=-502/162, 6-12=-308/2054, 6-11=-381/124, 7-11=-13/453, 8-11=-323/171 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 11; Exp C; Fully Exp.; Ct=1.1 p 0 LlCF 3) Unbalanced snow loads have been considered for this design. live load 16.0 1.00 times flat roof load of 30.0 on overhangs �p Q ..•••.. 4) This truss has been designed for greater of min roof of psf or psf �<J�•.•' SOON .'.;G, non -concurrent with other live loads. 5) Provide drainage to �� Ole adequate 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 PE -44018 ; will fit between the bottom chord and any other members. 8) Bearing at joint(s) 2 considers to value using ANS11TPI 1 angle to grain formula. Building designer should verify C • �• parallel grain �O a 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=lb) 2=239,9=232. c5' •••••.• ON 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. December 13; 016 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 GreenbackLane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 7256 PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.31 10-11 >877 360 849219279 7256_GL D3 Roof Special 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:52 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-KPwAfO UhduMa2QAg5 WJSJcm GJ?paD WddnF WypAy9f4z -1-0-0 4-4-8 8-5-8 13-6-0 18-2-11 23-0-0 24-0-0 1-01 0 4-4-8 4-1-0 5-0-8 4-8-11 4-9-5 1-0-0 Scale = 141.4 5x10 = 5x8 2.o0 12 Plate Offsets (X Y)-- [2:0-1-13,0-3-31, [8:0-0-0,0-2-61, 18:0-3-5 Edgel 111:0-5-0 0-1-121 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 0.98 Vert(LL) -0.31 10-11 >877 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.84 Vert(TL) -0.62 10-11 >437 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.21 8 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.21 10-11 >999 240 Weight: 82 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 or B-9-6 oc bracing. 2-11: 2x4 SPF 165OF 1.5EMiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. Right: 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-1-6 REACTIONS. (Ib/size) 2=1219/0-5-8, 8=1235/0-5-8 Max Horz 2=111(LC 10) Max Uplift 2=-232(LC 6), 8=-222(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3698/658, 4-5=-3680/562, 5-6=-3715/640, 6-7=-2191/312, 7-8=-2456/351 BOT CHORD 2-11=-663/3396, 10-11=-228/1835, 8-10=-274/2211 WEBS 5-11=-519/189, 6-11=-363/2098, 6-10=-14/456, 7-10=-398/170 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 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. LI ��C� 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 �PO ••� S� will fit between the bottom chord and any other members. so O ••e� N 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify V �O O �� capacity of bearing surface. U �•� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) ; 2=232,8=222, PE -44018 ••..... �' is s�ON December 13.2 16 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 101032015 BEFORE USE. �1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ \rjheat R 111 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lan RtOlding DMS Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 725B I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 849219280 725B D4 Roof Special 1 1 MT20 185/144 -GL Lumber DOL 1.15 BC 0.72 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:53 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0ri-ocUYskVJOB URfzlOfDghsgJRGPBcy_Ln?vGVLcy9f4y 4-4-8 8-5-8 13-6-0 17-10-8 I 22-6-8 _ 1-0-0 4-4-8 4-1-0 5-0-8 4-4-8 4-8-0 Scale = 1:39.5 I 5x8 = 5xB 2.00 F12 1d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.30 10-11 >886 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.60 10-11 >447 240 TCDL 10.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.20 9 n/a n/a BCLL 0.0 Rrnl '00 Code IRC2012/TP12007 Matrix -R Wmd(LL) 0.21 10-11 >999 240 Weight: 81 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 `Except` 2-11: 2x4 SPF 165OF 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-1-6, Right 2x4 HF Stud 2-4-15 REACTIONS. (Ib/size) 9=1123/Mechanical, 2=1210/0-5-8 Max Horz 2=112(LC 10) Max Uplift 9=-156(LC 7), 2=-231 (LC 6) BRACING - TOP CHORD - Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-9-8 oc bracing. FMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3665/655, 4-5=-3633/559, 5-6=-3666/637, 6-7=-2068/306, 7-9=-2308/343 BOT CHORD 2-11=-661/3365, 10-11=-224/1806, 9-10=-258/2057 WEBS 5-11=-486/189, 6-11=-366/2018, 6-10=-10/377, 7-10=-328/153 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.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=1b) 9=156.2=231. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PDO LIC o SOpN'.k< Oel U O; PE -44018 i December 13,20 � Nil' MiTek" 7777 Greenback Lan Suite iu Job Truss Truss Type Qty Ply 7256 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 849219281 7258 GL DS Roof Special 1 1 Vert(LL) -0.28 11 >974 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:54 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-Go2w44 Wx9VclHjKC DxLw01 rgOpXnhRVwEZ?3t3y9f4x i1 -0- 0 i. 4-4-8 8-5-8 13-6-0 20-6-8 I 22-6-8 1-0-0 4-4-8 4-1-0 5-0-8 7-0-8 2-0-0 Scale = 1:41.7 6x6 = 4x12 = 2.00 12 NOTES - 8-5-8 6-10-12 7-2-4 Plate Offsets (X Y)-- [2:0-0-9,0-2-61,16:0-2-4,0-2-01, [11:0-5-0,0-1-121 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.28 11 >974 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.60 2-11 >450 240 ; 2 ; TCDL 10.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.19 9 n/a n/a 9=160,2=229. BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.19 11 >999 240 Weight: 89 lb FT=20% BCDL 10.0 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 101032015 BEFORE USE. ""!V of 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 LUMBER- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BRACING - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component TOP CHORD 2x4 SPF 1650F 1.5E *Except' TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, 6-7:2x6 SPF 1650E 1.5E, 7-8: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. BOT CHORD 2x4 SPF 1650F 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 8-5-7 oc bracing. 9-11: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud [be stalled during truss erection, in accordance with Stabilizer SLIDER Left 2x4 HF Stud 2-1-1 nstainllation guide. REACTIONS. (Ib/size) 9=1115/Mechanical, 2=1203/0-5-8 Max Horz 2=115(LC 10) Max Uplift 9=-160(LC 7), 2=-229(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3593/674, 4-5=-3605/574, 5-6=-3644/654, 6-7=-2046/271 BOT CHORD 2-11=-686/3291,10-11=-221/1771,9-10=-342/1907 WEBS 4-11=0/272, 5-11=-506/193, 6-11=-392/2033, 6-10=0/322, 7-10=-261/211, 7-9=-2105/408 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.; 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) Provide adequate drainage to prevent water ponding. P� 0 ��G+� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. live load 20.Opsf the bottom in areas where a rectangle 3-6-0 tall by 2-0-0 wide ' •.••�/ /U s�t`O ��•••••SOOAV 7)' This truss has been designed for a of on chord all •• V will fit between the bottom chord and any other members. �0 8) Refer to girder(s) for truss to truss connections. ; 2 ; 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ; U fii ; capacity of bearing surface. PE -44018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=160,2=229. �O 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. :�• •.•• �� FSS�ON December 13 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 101032015 BEFORE USE. ""!V of 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 % !Cne h e a f P i Ji . ; C? 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 Suite 109 `:. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Hei ht5. C)A- 950401-] Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:56 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-C BAhVIXBh6sOX 1 TbKM OOTSxy_dB?9JrDhtU9yxy9f4v 4-4-8 I 8-5-8 13-6-0 18-6-8 22-6-8 1-0-0 5-0-8 4-0-0 Scale = 1:41.0 5x6 = 5x8 2.00 52 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Ory Ply 7256 F725B�Gl_ BRACING - TOP CHORD 849219282 TOP CHORD D6 Roof Special 1 1 except end verticals, and 2-0-0 oc pur ins (3-10-3 max.): 7-8. 2-12: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. WEBS Job Reference o lional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:37:56 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-C BAhVIXBh6sOX 1 TbKM OOTSxy_dB?9JrDhtU9yxy9f4v 4-4-8 I 8-5-8 13-6-0 18-6-8 22-6-8 1-0-0 5-0-8 4-0-0 Scale = 1:41.0 5x6 = 5x8 2.00 52 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012(TPI2007 CSI. TC 0.94 BC 0.87 WB 0.84 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.28 11-12 >951 360 -0.57 2-12 >469 240 0.20 9 n/a n/a 0.19 12 >999 240 PLATES GRIP MT20 185/144 Weight: 87Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, BOT CHORD 2x4 SPF No.2 'Except* except end verticals, and 2-0-0 oc pur ins (3-10-3 max.): 7-8. 2-12: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-0-0 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 5-11 SLIDER Left 2x4 HF Stud 2-1-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) 9=1115/Mechanical, 2=1203/0-5-8 Max Horz 2=118(LC 10) Max Uplift 9=-165(LC 7), 2=-228(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3627/648, 4-5=-3589/553, 5-6=-1963/308, 6-7=-1968/315, 7-8=-2184/306, 8-9=-1046/178 BOT CHORD 2-12=-666/3331, 11-12=-525/3380, 10-11=-318/2112 WEBS 5-12=-23/640, 5-11=-1732/332, 6-11=-65/791, 7-11=-546/103, 7-10=-811/194, 8-10=-328/2227 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=165,2=228. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. PD 0 LlC,cl, December 13,2 1 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty Ply 7256 (loc) I/defl L/d PLATES GRIP 849219283 7256 GL D7 Roof Special Girder 1 -0.43 Job Reference (optional) Alpine Lumber Co., Commerce CHy,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Tue Dec 13 08:36:41 2016 Page i ID:S4VXXKq_apam_nYJxUgElurt0ri-RTgtsF_1rYXoJbXvH5JPf876fjQgNtABJgdBty9PHa 3-1.8 5-0-12 7-0-12 8-5-8 10-2-4 13-6-0 17-0-8 22-6-8 3-1-8 1-11-4 2-0-0 1-4-12 1-8-12 3-3-12 3-6-8 5-6-0 2x4 10x16 MT20HS = tox10 = "v4p x8 = 7 _l�- ---- 14 0 29 4x6 10x12 MT20HS = 10x10 = 3x6 I 10x14 = 6x6 2.00 12 1-12 7-0-12 8-5-8 10-2-4 13-6-0 17-0-8 1T— 1-4-12 1-8-12 3-3-12 3-6-8 Plate Offsets (X,Y)-- [1:0-5-13,Edge], [5:0-3-12,0-1-8], [6 Scale = 1:43.0 6x12 = 8 N 1 30 0 10x10 MT20HS II 11 I ,0-3-0], [9:Edge,0-5-8], [10:0-3-12,0-5-0], [11:0-5-0,0-5-8], [12:0-6-0,Edge], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.43 10-11 >612 360 MT20 174/144 (Roof Snow =30.0) Lumber DOL 1.15 BC 0.95 Vert(TL) -0.83 12 >318 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.22 9 n/a n/a BCLL Pant in.n0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.27 12 >974 240 Weight: 504 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD 1-6: 2x6 SPF 2100E 1.8E BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 OF WEBS 2x4 HF Stud *Except* BOT CHORD 8-9,4-12,2-15,1-15,18-19: 2x6 SPF 1650F 1.5E 8-10,6-11: 2x4 SPF 165OF 1.5E, 5-11: 2x10 DF 1950F 1.7E 5-12,3-13: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 1=7602/0-5-8 (min. 0-4-3),9=8702/Mechanical Max Horz 1=132(LC 7) Max Uplift 1=-1226(LC 6), 9=-1394(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-22=-29465/4719, 2-22=-28845/4628, 2-3=-28839/4686, 3-4=-31398/5022, 4 -23= -30718/4890,5-23=-30678/4893,5-6=-26130/4144,6-7=-18606/2929, 7-24=-18139/2836,8-24=-18138/2836,8-9=-6910/1129 BOT CHORD 1-14=-4484/27543, 13-14=-4900/30638, 12-13=-4706/29662, 12-25=-3885/24927, 11-25=-3885/24926, 11-26=-2308/14629, 26-27=-2308/14629, 27-28=-2308/14629, 10-28=-2308/14629, 10-29=-199/1079, 29-30=-199/1079, 9-30=-199/1079 WEBS 4-12=1768/341, 6-10=-695/4436, 7-10=-5631/958, 8-10=-2858/18229,2-14=-2181/324, 5 -11= -2789/559,5 -12=-1108/6379,6-11=-2263/14373,3-13=-283/1024,4-13=-241/1914, 3-14=-3560/1959 Sheathed or 5-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 7-8. Except: 4-3-0 oc bracing: 1-2 Rigid ceiling directly applied or 10-0-0 oc bracing. 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. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-7-0 oc, 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) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 91 . This truss has been desianed for a live load of 20.ODsf on the bottom chord in all areas where a rectanqle 3-6-0 tall by 2-0-0 wide ��PDO LI�F� c°sO°N sFo 0 U2 i PE -44018 e 4 • •ee �-7 o�ss�ON December 13, AWARNING - 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 �f a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek �. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Itane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _X_ JobT Truss Truss Type Qty Ply 7258 849219283 7258 GL 07 Roof Special Girder 1 3 Job Reference o tional Alpine Lumber Co., Commerce Cily,CO.80u22 o.vou s aep ca zUID mi r eK mausmes, mc. i ue uec i s ua:so:n i cu 10 raga ID:S4VXXKq_apam_nYJxUgElurt0ri-RTgtsF_1rYXoJbXvH5JPf8?6fjQgNtABJgdBty9PHa NOTES - 10) Refer to girder(s) for truss to truss connections. 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 1226 Ib uplift at joint 1 and 1394 Ib uplift at joint 9. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/fPl 1. 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 702 Ib down and 118 Ib up at 7-0-12, and 1658 Ib down and 286 Ib up at 3-1-8, and 1034 Ib down and 178 Ib up at 5-0-12 on top chord, and 702 Ib down and 128 Ib up at 8-11-4, 2214 Ib down and 352 Ib up at 10-2-4, 1261 Ib down and 174 Ib up at 11-6-12, 1550 Ib down and 255 Ib up at 13-0-12, 1265 Ib down and 232 Ib up at 15-0-12, 1366 Ib down and 221 Ib up at 17-0-12, and 1265 Ib down and 220 Ib up at 19-0-12, and 1265 Ib down and 220 Ib up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-7=-80, 7-8=-80, 1-12=-20, 9-12=-20 Concentrated Loads (lb) Vert: 10=-1366(F) 2=-985(F) 11=-2214(F) 3=-642(F) 22=-1580(F) 25=-702(F) 26=-1261(F) 27=-1550(F) 28=-1265(F) 29=-1265(F) 30=-1265(F) A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. 't Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbaFk Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts6 na i Job Truss ype Qty Ply in (loc) I/deft L/d -0.25 9 >688 360 -0.43 9 >406 240 0.16 6 n/a n/a 0.16 9 >999 240 PLATES GRIP MT20 185/144 Weight: 127 lb FT=20% LUMBER- 7Hip TOP CHORD 2x6 SPF 1650F 1.5E "Except' R49219284 FJob5Reference 725B_GL E1 er 1 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0 L ICF REACTIONS. (Ib/size) 2=1574/0-5-8,6=1574/0-5-8 (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 2V 21116 MI I ek industries, Inc. Mon Dec 12 113:38:U2211115 rage 1 ID:S4VXXKq_apam_nYJxUgEturtOri-1 KXylpcyHyd9FyxlhcVojjA4hl lmZ8364pxU9by9f4p -1-0-0 4-0-0 7-6-0 I 11-0-0 15-0-0 16-0-0 1-0-0 4-0-0 3-6-0 3-6-0 4-0-0 1-0-0 Scale = 1:28.6 12x14 = 12x14 = 4.00 12 2x4 II 2.00 12 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.54 BC 0.59 WS 0.34 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.25 9 >688 360 -0.43 9 >406 240 0.16 6 n/a n/a 0.16 9 >999 240 PLATES GRIP MT20 185/144 Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E "Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-5: 2x4 SPF No.2 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; 2-0-0 oc purlins (4-1-5 max.): 3-5. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0 L ICF REACTIONS. (Ib/size) 2=1574/0-5-8,6=1574/0-5-8 �PD �Q ��•••.•��• 6) 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 Max Horz 2=-25(LC 11) non -concurrent with other live loads. �� 0 Max Uplift 2=-423(LC 6), 6=-423(LC 7) ; i- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Max Grav 2=1579(LC 27), 6=1579(LC 27) 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 PE -44018 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. capacity of bearing surface. TOP CHORD 2-3=-6186/1491, 3-4=-7242/1715,4-5=-7242/1715, 5-6=-6186/1475 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) •••.e.• BOT CHORD 2-10=-1383/5831, 9-10=-1489/6314, 8-9=-1459/6314, 6-8=-1353/5831 SOON 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WEBS 3-10=-413/1825, 3-9=-211/951, 4-9=-378/118, 5-9=-212/951, 5-8=-411/1825 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 514 Ib down and 182 Ib up at December 13,2016 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; 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 0 L ICF 5) Unbalanced snow loads have been considered for this design. �PD �Q ��•••.•��• 6) 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 Q •.• 5001 •% F� non -concurrent with other live loads. �� 0 7) Provide adequate drainage to prevent water ponding. ; i- 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ; U 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 PE -44018 will fit between the bottom chord and any other members. 10) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. CBCs 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) •••.e.• 2=423,6=423. SOON 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 514 Ib down and 182 Ib up at December 13,2016 4-3-0, 156 Ib down and 56 Ib up at 6-0-12, 156 Ib down and 56 Ib up at 7-6-0, and 156 Ib down and 56 Ib up at 8-11-4, and 514 Ib A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 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 Mire 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 9500 Job Truss Truss Type City Ply 7256 849219284 725B—GL E1 Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-10=-20, 8-10=-20, 6-8=-20 Concentrated Loads (lb) Vert: 10= -514(B)8= -514(6)9= -156(B)13= -156(B)14=-156(8) 6.030 s Sep 29 2U16 MI I ek Industries, Inc. Mon Dec 12 16:38:02 ZU1b F'age 2 ID:S4VXXKq_apam_nYJxUgEturt0ri-1 KXylpcyHyd9FyxlhcVojjA4hl ImZ8364pxU9by9f4p ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 wt 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 ANSI1TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109._ Job Truss Truss Type Oly Ply 2-9-0 6-1-8 Plate Offsets (X Y)-- [2:0-3-14,0-1-81, f3 0-3-0 Edgel [5:0-3-14,0-1-81, [7:0-1-12,0-1-41, [8:0-3-0,0-1-81 F725RIBR49219285 725B_GL E2 Hip 1 1eference in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 6-0-0 10x10 MT20HS = 3-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:03 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-VX5Kz9da2GI0s6WxFK01 GxjABRhAleoFITh 1 h 1 y9f4o 6x6 = 6-0-0 1-0-0 Scale = 1:28.6 3x9 =3x9 = 2.00 12 6-1-8 8-10-6 15-0-0 6-1-8 2-9-0 6-1-8 Plate Offsets (X Y)-- [2:0-3-14,0-1-81, f3 0-3-0 Edgel [5:0-3-14,0-1-81, [7:0-1-12,0-1-41, [8:0-3-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.15 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.28 7-8 >629 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.13 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.08 7-8 >999 240 Weight: 53 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except WEBS 2x4 HF Stud 2-0-0 oc purlins (3-8-12 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer F allation guide. REACTIONS. (Ib/size) 2=822/0-3-0, 5=831/0-5-8 Max Horz 2=-35(LC 13) Max Uplift 2=-177(LC 6), 5=-182(LC 7) Max Grav 2=970(LC 27), 5=982(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2492/330, 3-4=-2244/307, 4-5=-2459/299 BOT CHORD 2-8=-281/2261, 7-8=-270/2269, 5-7=-235/2227 WEBS 3-8=-2/491, 4-7=-10/490 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live 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) 2, 5 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 capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=177.5=182. 11) Graphical puffin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 0 LI December 1 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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 ANSlfTPl1 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 725B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP 849219286 7258 GL E3 Scissor 2 1 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.26 1-4 >679 240 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:04 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-zjfiAUdCpattUG57ol XGo8GMsr0112jOX7QbETy9f4n 7-6-0 14-7-8 7-6-0 7-1-6 Scale: 1/2"=1' 5x8 = `'v. I " 5x6 = 7-6-0 14-7-8 7-6-0 7-1-8 Plate Offsets (X Y)-- [1:0-2-14,0-1-81, [3:0-1-6,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.12 4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.26 1-4 >679 240 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.12 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 1-4 >999 240 Weight: 46 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud FM -Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=722/0-3-0, 3=722/Mechanical Max Herz 1=44(LC 10) Max Uplift 1=-109(LC 6), 3=-108(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2199/275, 2-3=-2201/289 BOT CHORD 1-4=-228/2013, 3-4=-226/2012 WEBS 2-4=-5/885 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) 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. POO LICF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �� 1=109,3=108. ••.•••••••� �4 ; • SOON •.• FO O2 ZUo PE -44018 Fss�ON December 13,2016 WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 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 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 ob Truss Truss Type Qty Ply 7258 [725�BGIL 4-0-0 Plate Offsets (X Y)-- 12:0-0-0,0-1-10112:0-3-5,Edgej [6:0-0-0,0-1-10], 16:0-3-5,Edge) 3) Unbalanced snow loads have been considered for this design. =R49219287 LOADING (psf) G1 Hip Girder 1 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 30) Plate Grip DOL 1.15 TC 0.44 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:05 2016 Page 1 ID: S4VXXKq_spam_nYJxUgEturtOri-RvD50gerat?k6PfKMI2VLModRFKumY2YmnABmwy9f4m i -1-0-0 F 4-0-0 6-3-0 I 8-6-0 i 12-6-0 1-0-0 4-0-0 2-3-0 2-3-0 4-0-0 4x6 = .—N_'_ 3x4 = 4x6 = Scale = 1:22.8 4x6 = 3x4 = 4x6 = 4-0-0 8-6-0 12-6-0 r 4-0-0 4-6-0 4-0-0 Plate Offsets (X Y)-- 12:0-0-0,0-1-10112:0-3-5,Edgej [6:0-0-0,0-1-10], 16:0-3-5,Edge) 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING-2-0-0 non -concurrent with other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 30) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.05 7-8 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 2=141. BC 0.57 Vert(TL) -0.14 7-8 >999 240 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 Ib down and 98 Ib up at TCDL 10.0 Rep Stress Incr NO •; r WB 0.14 Horz(TL) 0.04 6 n/a n/a s s ON BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.03 7-8 >999 240 Weight: 41 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (4-9-14 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud, Right: 2x4 HF Stud Fbirstalledduring truss erection, in accordance with Stabilizer allation quide. REACTIONS. (Ib/size) 2=818/0-5-8, 6=745/Mechanical Max Horz 2=26(LC 48) Max Uplift 2=-141(LC 6), 6=-89(LC 7) Max Grav 2=880(LC 27), 6=774(LC 27) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1479/100,3-4=-1286/120, 4-5=-1447/180, 5-6=-1633/158 BOT CHORD 2-8=-67/1313, 7-8=-129/1572, 6-7=-107/1467 WEBS 3-8=0/386, 4-8=-380/89, 5-7=0/363 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Q 0 (lCF� 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 for truss to truss VO SOON • �sFQ : ; girder(s) connections. p� 0 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) : Z 2 2=141. U 0 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. PE -44018 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 166 Ib down and 98 Ib up at ; o 8-6-0 on top chord, and 96 Ib down at 4-0-0, 41 Ib down at 6-0-12, and 41 Ib down at 6-5-4, and 96 Ib down at 8-5-4 on bottom •; r 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). s s ON LOAD CASE(S) Standard December 13,2016 ,& WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010 32 01 5 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 tlesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the a"�[ ' 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 City Ply 125B 849219287 725B_GL G1 Hip 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=l Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-6=-80, 2-6=-20 Concentrated Loads (lb) Vert: 5=-107(B) 8=-48(8) 7=-48(B) 10=-21(8) 11=-21(B) 8.030 s Sep 29 2016 MITek Industries, Inc. Mon Dec 12 16:38:05 2016 Page 2 I D: S4VXXKq_apam_nYJxUgEturtOri-RvD50gerat?k6PfKM12VLModRFKumY2YmnA8mwy9f4m ,& WARNING - Vedify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE.V Il.y 01 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" q 4Ih ea; R j d 'd is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ___ _,.,, , „ . Job Truss Truss Type Qty Ply 7256 849219288 725B_GL H1 Half Hip 1 1 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 1 -1-0-0 4-0-5 1-0-0 4-0-5 d 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:06 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-v6mTbA1TKB7bjZE WwSZktZLozit Vz?h?RvhlMy9f41 4-0-0 4x6 = Scale = 1:23.2 3x6 = 46 = 3x9 6 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.08 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.20 2-7 >681 240 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 2-7 >999 240 Weight: 46 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, BOT CHORD 2x4 SPF No.2 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. WEDGEMiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=576/0-5-8, 2=685/0-5-8 Max Hoa 2=141(LC 9) Max Uplift 6=-107(LC 6), 2=-165(LC 6) Max Grav 6=576(LC 1), 2=855(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/214, 3-4=-724/119, 4-5=-626/139, 5-6=-549/119 BOT CHORD 2-7=-195/1110 WEBS 3-7=-525/164, 5-7=-111/753 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 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.O 0 LIC 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 �P•je•••C�/1/s will fit between the bottom chord and any other members. V� •• S00N ••• f�0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=107, 2=165. Z 2 9) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. U : PE -44018 : w�19 December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required forstability 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 --] Job Truss ype Qty Ply 7256 TH.IIHT,� 849219289 725B_GL H2 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:08 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-sUuDOshjsoNJztOvl tbDz_Q7RSKGzgn_SIOoN Fy9f4j 10-0-0 11-6-6 1-0-0 5-0-5 4-11-11 1-6-8 Scale = 1:27.0 5x6 = 5x10 = 5x6 = 3x9 11 5x8 = 2x4 11 10-0-0 Plate Offsets (X Y)-- f2:0-3-5 Edgel [2:0-0-0,0-2-21, [5:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.17 2-8 >799 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.44 2-8 >308 240 TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.02 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 2-8 >999 240 Weight: 50 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, BOT CHORD 2x4 SPF No.2 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. OTHERS 2x4 HF Stud FM,sTek recommends that Stabilizers and required cross bracing WEDGE nstalled during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud allation guide. REACTIONS. (Ib/size) 2=666/0-5-8, 10=526/0-1-8 Max Horz 2=135(LC 10) Max Uplift 2=-144(LC 6), 10=-11 O(LC 6) Max Grav 2=869(LC 24), 10=611(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1230/168, 3-4=-466/17, 4-5=-362/45 BOT CHORD 2-8=-237/1085 WEBS 3-8=-777/228, 4-8=-343/158, 5-8=-89/894 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. /tj,� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ,NO Q 0 LIC 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 Q • SOON • SF will fit between the bottom chord and any other members. V : 0 . 8) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Z� 02 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. PE -44018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=144, 10=110. 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. X01 December 13,2016 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 Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w A'TG is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �V� 1 R 1 ''. 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 Qt=PIY125B Plate Offsets (X Y)-- f2:0-3-5 Edgej [2:G-0-0,0-1-141,[4:0-3-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP R49219290 7258_GL H3 Monop3Reference MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.10 2-7 >999 240 TCDL 10.0 e Rep Stress Incr YES (optional) Alpine Lumber Co., Commerce City,CC.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:08 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEluzlOri-sUuDOshjsoNJztOv1 tbDz_Q7VSPTzs?_SIOONFy9f4j -1-0-0 5-7-13 11-6-8 1-0-0 5-7-13 5-10-11 3x4 = Scale = 1:28.5 5x10 4 06 = 3x9 11 3x4 11 5-7-13 11-6-8 5-7-13 5-10-11 Plate Offsets (X Y)-- f2:0-3-5 Edgej [2:G-0-0,0-1-141,[4:0-3-12,0-3-0] 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 0.46 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.10 2-7 >999 240 TCDL 10.0 e Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 9 n/a n/a Code IRC2012rTP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 47 lb FT=20% BCDL 10.0 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 Installation guide. REACTIONS. (Ib/size) 2=666/0-5-8, 9=526/0-1-8 Max Horz 2=155(LC 10) Max Uplift 2=-137(LC 6), 9=-119(LC 10) Max Grav 2=706(LC 15), 9=631 (LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1086/99, 3-4=-1089/188 BOT CHORD 2-7=-191/944 WEBS 3-7=-480/199, 4-7=-222/1006 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 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �'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 Q�p /jjs will fit between the bottom chord and any other members. �tJ ••e.,ee.• SOOti •. F 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify :0 02 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. ; U G ; 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ql=lb) PE -44018 2=137.9=119. % Ss�ON December 13,2,016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notMR a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ii3TTT :Imo,-, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. _ __ Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:09 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-KhSbDChLd6VAa 1 z5bb7S V CzGFsidilo8hP8Lvhy9f4i -1-5-0 4-4-8 9-0-2 1-5-0 4-4-8 4-7-10 Scale = 1:19.1 4x6 I 4 4x6 = 10 5 4x6 = 4-4-8 Truss Type Qty Ply 8 5725B_GL THI Plate Offsets (X Y)— [2:0-0-0,0-1-151, [2:0-1-14,0-8-51 849219291 cob5lReference, LOADING (psf) SPACING- 2-0-0 Roof Special Girder 1 1 PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.03 6 >999 360 (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:09 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-KhSbDChLd6VAa 1 z5bb7S V CzGFsidilo8hP8Lvhy9f4i -1-5-0 4-4-8 9-0-2 1-5-0 4-4-8 4-7-10 Scale = 1:19.1 4x6 I 4 4x6 = 10 5 4x6 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 5=139, 2=159. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7, and 319 Ib 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. 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 - Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80,2-5=-20 ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters rs sitown, and s 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 thus 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, December 13, MiTek" 7777 Greenback 1_11a .,'"_: !.Q16 ra,f��r P.;C't;f + 4-4-8 8-11-11 9- -2 4-4-8 4-7-3 0- -6 Plate Offsets (X Y)— [2:0-0-0,0-1-151, [2:0-1-14,0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.03 6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 6 >999 240 Weight: 33 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-9 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 Installation uide. REACTIONS. (Ib/size) 5=741/0-7-0, 2=599/0-4-9 Max Horz 2=115(LC 7) Max Uplift 5=-139(LC 10), 2=-159(LC 6) Max Grav 5=816(LC 15), 2=634(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1060/121 BOT CHORD 2-6=-127/965, 5-6=-127/965 WEBS 3-5=-880/141 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 5=139, 2=159. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7, and 319 Ib 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. 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 - Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80,2-5=-20 ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters rs sitown, and s 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 thus 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, December 13, MiTek" 7777 Greenback 1_11a .,'"_: !.Q16 ra,f��r P.;C't;f + Job Truss Truss Type Qty Ply 7258 R49219291 725B_GL H4 Roof Special Girder 1 1 Job ReferenL- nal Alpine Lumber Co., Commerce Ulty,UO.50022 6.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:09 2016 Page 2 ID: S4VXXKq_apam_nYJxUgElurtOri-KhSbDChLd6VAa 1 z5bb7S VCzGFsidilo8hP8LVhy9f4i LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=-26(F=-13, 6=-13) 10=-319(B) A WARNING - Varffy 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 �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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 7256 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849219292 725B GL HS Monopitch 2 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:10 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-ot0_RYizOOd1 CBYH91eh2P WMgG4TRrPHv3tvR7y9f4h -1-0-06-5-8 1-0.0 6-5-8 2x4 11 Scale= 1:18.4 3x4 = 4 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.92 BC 0.41 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.09 2-4 >853 360 -0.22 2-4 >341 240 -0.00 4 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE app �s MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud . o • ro 02 be installed during truss erection, in accordance with Stabilizer [Ist, PE -44018 nllation uide. REACTIONS. (Ib/size) 4=300/0-5-8, 2=409/0-3-8 Ss�ON 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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=lb) 0 LIEF 2=111.��•••.•.•� app �s so . o • ro 02 :v G: PE -44018 Ss�ON December 13,2016 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 MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback L ne 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 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:112016 Page 1 I D: S4 VXXKq_apam_nYJ x U gEturt0 ri-G3a Meujb9j luq K7Tj?9wad2fzg R9AE I Q 8jdSzzy9f4g -1-0-0 4-10-9 10-0-0 1-0-0 4-10-9 5-1-7 Scale = 1:23.3 5x8 % 4x6 = 3x4 II 3x4 = 1n d LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 Truss Truss Type Qty Ply 725B 5725B_GL BRACING - TOP CHORD 2x4 SPF No.2 849219293 TOP CHORD H6 Monopitch 3 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:112016 Page 1 I D: S4 VXXKq_apam_nYJ x U gEturt0 ri-G3a Meujb9j luq K7Tj?9wad2fzg R9AE I Q 8jdSzzy9f4g -1-0-0 4-10-9 10-0-0 1-0-0 4-10-9 5-1-7 Scale = 1:23.3 5x8 % 4x6 = 3x4 II 3x4 = 1n d LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.34 BC 0.32 WB 0.31 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.03 2-7 >999 360 -0.06 2-7 >999 240 0.01 9 n/a n/a 0.02 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing WEDGE [,Telk be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud Installation 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)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=124, 9=102. December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7258 2x4 I 5-11-11 849219294 25B GL H7 Jack -Closed 1 1 LOADING (psf) SPACING- 2-0-0 CSI. Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 1-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:11 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-G3aMeujb9jlugK7Tj?9wad2ZhgQeAlfQBjdSzZy9f4g 5-11-11 5-11-11 Scale= 1:16.9 2x4 11 3 4 3x4 = 2x4 I 5-11-11 5-11-11 Plate Offsets (X Y)-- f2:0-0-0,0-1-61, [2:0-1-13.0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 TCDL 1 0.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 2-6 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.00 2 `""' 240 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 Left: 2x4 HF Stud that Stabilizers and required cross bracing [MiTe.1trecommends enlled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 6=296/Mechanical, 2=378/0-3-8 Max Horz 2=112(LC 7) 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 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.Q LI 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) \OSP ••••••C�/%/s 2=106. �O • SOON •.� F PE -44018 Fss�ON . December 13,201,5---, AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7173 rev. 1O1032015 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 11 rTel.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M IC ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA `95610 Job Truss Truss Type Qty Ply 7258 TCLL 30.0 SPACING- 2-0-0 R49219295 725B GL H8 Jack -Closed 2 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 Job Reference o tional O.ruu s OUP [a ca 10lvn 1 eK maustrles, mc. mon Uec 12 16:38:12 2U1 t1 Hage 1 ID:S4VXXKq_apam_nYJxUgEturtOri-kG8ksEkEwl tkRUigGjg97gbrL3gRvivaNMMOW0y9f4f -1-0-0 3-11-11 1-0-0 3-11.11 3x4 = 2x4 II 4 Scale = 1:12.3 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 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 IRC2012/TP12007 Matrix -P Wnd(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 (Ib) or less except when shown. Structural wood sheathing directly applied or 3-11-11 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) 3, 2. c>�<6�PD00/C �S SU 02 PE -44018 rss�ONA� December 13,2 "" _" - AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. r r `�• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback L e Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95810 JobTruss SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 Truss Type Qty Ply 725B LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD 849219296 725B_GL H9 Jack -Closed 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud Tek recommends that Stabilizers and required cross bracing q g 7) Refer to girder(s) for truss to truss connections. Job Reference o lional upme Lumber co., commerce Ulry,CO.8Uu22 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:13 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-CSi63ZkshKOb3eHsgQBOf283BTB4eC9jcO6Z2Sy9f4e -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale = 1:9.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 100.0 .0 BCLL BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) HorzTL () Wind(LL) in (loc) I/deft L/d -0.00 2 >999 360 -0.00 2-4 >999 240 -0.00 3 n/a n/a 0.00 2 '"' 240 PLATES GRIP MT20 185/144 Weight: 8lb FT=20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; 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. WEDGE Left: 2x4 HF Stud Tek recommends that Stabilizers and required cross bracing q g 7) Refer to girder(s) for truss to truss connections. installed dur ng truss erection, in accordance with Stabilizer Ebe 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 0 LIr;F�s tallation uide. REACTIONS. (Ib/size) 2=201/0-3-8, 4=19/Mechanical, 3=55/Mechanical SFO OZ.S Max Horz 2=43(LC 6) �•�O Max Uplift 2=-73(LC 6), 3=-33(LC 10) PE -44018 Max Grav 2=201(LC 15), 4=39(LC 5), 3=58(LC 15) a.Cc FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ss�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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 0 LIr;F�s BOON •. SFO OZ.S �•�O PE -44018 a.Cc ss�ON Uecember 13,291°6'"-`—_.,, 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 truss web and/or chord members only. Additional temporary and permanent bracing w A I�el�•IC is always required for stability and to prevent collapse with possible personal injury and properly My 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 H hts CA 95610 Job Truss Truss Type LOADING (psf) 7258::7492192977256 CSI. DEFL. in (loc) 1/deft L/d 7Q1yPly TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 GL H10 Jack -Closed MT20 185/144 1 Lumber DOL 1.15 BC 0.35 Vert(TL) 0.01 4 n/r 120 BCLL 0.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 1-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:07 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-NIKrpWg55VFSLjpiUA4zQnut23oEUgrD5fFgoy9f4k 5-11-11 5-11-11 Scale = 1:17.7 2x4 3 6 5 3x4 = 2x4 II 3x6 11 Plate Offsets (X,Y)-- f2:0-0-0,0-1-61 [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.00 4 n/r 120 MT20 185/144 TCLL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) 0.01 4 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Weight: 19 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=306/5-11-11, 2=372/5-11-11 Max Horz 2=112(LC 7) Max Uplift 6=-62(LC 10), 2=-98(LC 6) Max Grav 6=347(LC 15), 2=385(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-6=-284/99 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes 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) 6, 2. ,R, t t 1 December 13,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p 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 ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus ei hts A 95610 Job Truss Truss Type Qty Ply 7256 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849219298 725B -GL J1 Roof Special Girder 1 1 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:14 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-geFUHvIUSe8S ho208idCFgCutSpNchtggr6auy9f4d -1-0-0 2-0-0 4-0-0 6-6-0 1-0-0 2-0-0 2-0-0 2-6-0 4x6 = 5 6 46 = Scale = 1:15.0 LOADING (psf) TCLL 30.0 (Roof Snow=3 30) 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 NO Code IRC2012/TPI2007 CSI. TC 0.21 BC 0.32 WB 0.24 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.02 2-9 >999 360 -0.04 2-9 >999 240 -0.01 5 n/a n/a 0.01 2-9 >999 240 PLATES GRIP MT20 185/144 Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. 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 installed during truss erection, in accordance with Stabilizer [be nstallation ouide. REACTIONS. (Ib/size) 5=341/0-1-8, 2=463/0-5-8 Max Horz 2=87(LC 7) Max Uplift 5=-69(LC 10), 2=-141(LC 6) Max Grav 5=370(LC 28), 2=517(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-466/103, 3-4=-546/91, 4-5=-544/102 BOT CHORD 2-9=-102/378 WEBS 4-9=-349/98, 5-9=-120/630 NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=lb) 2=141. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 Ib down and 41 Ib up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) 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 L IcF �o:.•o'sooy. sFo ZO 02 ;U O; PE -44018 December 13,20161 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 w ll'T®1." is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MYt 1 IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan% _ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109- _' Citrus Hei hts CA 95810 Job Truss Truss Type City Ply 7258 849219298 725B—GL J1 Roof Special Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:14 2016 Page 2 ID: S4VXXKq_apam_nYJxUgEturtOri-geFUHvIU Se8Sho208idC FgCutSpNchtggr6auy9f4d LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-5=-80, 5-6=-80, 2-7=-20 Concentrated Loads (lb) Vert: 12=-78(B) ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7258 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 R49219300 725B_GL J3 Half Hip 1 1 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:22 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-RBkWyerVZ58Ke1TbspsVXx?TI584FF32gwnYsRy9f4V 1-0-0 6-0-0 6-6-0 1-0-0 6-0-0 0-6-0 Scale = 1:17.5 6x10 = 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING-2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.69 BC 0.55 WB 0.08 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (loc) I/deft L/d -0.02 2-7 >999 360 0.03 2-7 >999 240 0.01 4 n/a n/a 0.01 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 24 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [MiTek enstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 4=295/0-1-8, 2=408/0-5-8 Max Horz 2=108(LC 9) Max Uplift 4=-53(LC 10), 2=-116(LC 6) Max Grav 4=383(LC 23), 2=541 (LC 23) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-428/4 BOT CHORD 2-7=-8/284 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 2=116. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. rl: December 1 AWARNING •Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. 'AW Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not WV a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 9 9 g P 9 Y temporary P 9 f._., buildin tlesi n. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. tem ora 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 �Y� 1 1l - fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7256 DOL=1.33 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 849219301 7256_GL J4 Monopitch 4 1 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.32 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:23 2016 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-vN lu9_s7 KPGBGA2nQXNk39YgCVXtJdBvaX5Pty9f4U -1-0-0 5-6-0 1-0-0 5-6-0 3x4 11 3x4 = Scale = 1:15.6 Plate Offsets (X Y)-- [2:0-1-13,0-6-11, [2:0-0-0,0-1-61, [3:0-2-13,0-0-81 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; LOADING (psf) SPACING- 2-0-0 DOL=1.33 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.04 2-5 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 will fit between the bottom chord and any other members. BC 0.32 Vert(TL) -0.09 2-5 >643 240 2=108.�•••••••� TCDL 10.0 Rep Stress Incr YES VOA •' S00/y% �Q WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 17 lb FT = 20 BCDL 10.0 December 13,2016 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 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 Installation quide. REACTIONS. (Ib/size) 3=243/0-1-8, 2=360/0-5-8 Max Horz 2=102(LC 9) Max Uplift 3=-47(LC 10), 2=-108(LC 6) Max Grav 3=274(LC 15), 2=373(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 II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=lb) NO 0 LICF 2=108.�•••••••� �s 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. VOA •' S00/y% �Q 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Ole PE-44018 1 FSS�ON. December 13,2016 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 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 ANSUTPI7 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 7258 DOL=1.33 1-5-15 0- -1 Plate Offsets (X,Y)-- [2:0-0-0.0-1-141,[2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. 849219302 7258_GL J5 Half Hip 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 2-8 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:23 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-vN lu9_s7 KPGBGA2nQXNk39YjeVZ_i3BvaX5Pty9f4U 1 0-0 4-0-0 5-5-0 1-0-0 4-0-0 1-6-0 Scale= 1:14.2 4x6 = 6x6 = 4x6 = NOTES - 4-0-0 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; 5-5-15 5- -0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-0-0 DOL=1.33 1-5-15 0- -1 Plate Offsets (X,Y)-- [2:0-0-0.0-1-141,[2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.02 2-8 >999 240 : U TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 >999 240 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HFStud [MiTek enstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 2=360/0-5-8, 4=266/0-1-8 Max Hoa 2=75(LC 7) Max Uplift 2=-111(LC 6), 4=-42(LC 7) Max Grav 2=467(LC 24), 4=266(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/11 WEBS 4-8=-24/268 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 tip p 0 LlCF will fit between the bottom chord and any other members. ••.ee.ee•• s�O 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. �� : • Soo/v•.% 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) ; �� 0% 2=111. 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. : U 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PE -44018 e e FSS�ON• N December 13,2016 AWARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights CA 95610 Job Tr Truss Truss Type Qty Ply 7256 PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 6-7 >999 360 849219303 725B -GL Lumber DOL 1.15 Half Hip Girder 1 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:25 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-smQeaguOsOWuVUBAXyPC9ad32JEcScFUMuOCTmy9f4S -1-0-0 I 2-0-0 [ 5-6-0 j 1-0-0 2-0-0 3-6-0 Scale = 1:12.8 46 = 4x6 = Plate Offsets (X,Y)- f2:0-1-13,0-6-11,[2:0-0-0.0-1-141,[4:0-2-12.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.01 6-7 >999 360 MT20 185/144 1 BCDL 10.0 Lumber DOL 1.15 BC 0.24 Vet(TL) -0.02 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 6-7 >999 240 Weight: 20 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE that Stabilizers and required cross bracing Left: 2x4 HF Stud einstalledduring truss erection, in accordance with Stabilizer [MiTelec.rnmendsr stallation uide. REACTIONS. (Ib/size) 4=307/0-1-8, 2=413/0-5-8 Max Horz 2=49(LC 7) Max Uplift 4=-71 (LC 7), 2=-137(LC 6) Max Grav 4=367(LC 23), 2=456(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-496/84 BOT CHORD 2-7=-96/415, 6-7=-96/393 WEBS 3-6=-410/91 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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. 0/CF 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 Q,p �� sFO will fit between the bottom chord and any other members. ��.••.••��� �� • SOON e• 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. ; �� 0 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=137. : U +� i 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 ' 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 58 Ib down and 35 Ib up at cvQZ provided 2-0-0, and 58 Ib down and 35 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the O,� �•' �� responsibility of others.'e•• ss�0 13) 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 December 13,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Duality 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 Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:25 2016 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-smQeaguOsOMVUBAXyPC9ad32JEcScFUMuOCTmy9f4S LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-80,3-4=-80, 2-5=-20 Concentrated Loads (ib) Vert: 7=-58(F) 10=-58(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Truss Truss Type Qty Ply 725B L12 849219303 5B_GL J6 Half Hip Girder 1 1 Job Reference o lional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:25 2016 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-smQeaguOsOMVUBAXyPC9ad32JEcScFUMuOCTmy9f4S LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-80,3-4=-80, 2-5=-20 Concentrated Loads (ib) Vert: 7=-58(F) 10=-58(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7258 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 849219304 7258_GL J7 Roof Special Girder 1 1 Max Horz 2=85(LC 7) Max Uplift 3=-66(LC 10), 2=-146(LC 6) Max Grav 3=427(LC 15), 2=460(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:25 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-sm0eaguOsOWuVU BAXyPC9ady5J91Sd7UMuOCTmy9f4S -1-5-0 6- -3 6- -14 1-5-0 6-2-3 0- -11 Scale = 1:14.8 3x5 II 2.83 12 7 0 N 2 1 46 11 8 6 5 2x4 I 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.78 BC 0.55 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.06 2-6 >999 360 Vert(TL) -0.15 2-6 >456 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 19 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 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 installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. (Ib/size) 3=399/0-1-8,2=438/0-7-6 Max Horz 2=85(LC 7) Max Uplift 3=-66(LC 10), 2=-146(LC 6) Max Grav 3=427(LC 15), 2=460(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) �p p 0 LlCF 2=146. diagonal 0.500in. �� •�• �s X* SOON ••� f�© 9) Gap between inside of lop chord bearing and first or vertical web shall not exceed device(s) be to load(s) 109 Ib down 74 Ib C� : ; 10) Hanger(s) or other connection shall provided sufficient support concentrated and up at 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 40 Ib down at 5-7-7, and 40 Ib down at 5-7-7 on bottom chord. 00 Q U 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) Ftj'S, '"•• Vert: 1-3=-80, 3-4=-80, 2-5=-20 ON December 13.2016.._.._. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and 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 7777Greenback 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 7256 849219304 7258_GL J7 Roof Special Girder 1 1 Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:25 2016 Page 2 ID: S4VXXKq_apam_nYJxUgEturtOri-smQeaguOsOWuVUBAXyPC9ady5J9lSd7UMuOCTmy9f4S LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-66(B) 6=-40(F=-20, B=-20) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and thus systems, see ANSVTP11 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7256 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 2-5 >999 360 849219305 725B_GL J8 Monopitch 10 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:26 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Ky_l oOvOdKel7emM5fwRhnAFBjZeB4NebYll?Cy9f4R 4-6-0 4-6-0 Scale = 1:13.2 3x4 = Plate Offsets (X Y)-- [2:0-1-13,0-6-11, [2:0-0-0,0-1-61, (3:0-2-13.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vert(TL) -0.04 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -P Wrid(LL) 0.00 2 "" 240 Weight: 15 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc 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 recommends that Stabilizers and required cross bracing FMi.Tek Left: 2x4 HF Stud nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 3=190/0-1-8,2=313/0-5-8 Max Horz 2=85(LC 9) Max Uplift 3=-36(LC 10), 2=-102(LC 6) Max Grav 3=210(LC 15), 2=322(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=1b) 0 L/CF 2=102. QPNO ���......��� �s 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. �� O soot -% FQ 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ;U PE -44018 Q 0..• SSJON December 13,201g-_ ,& 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 �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required far stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109._ ^ Job Truss Truss Type Qty Ply 7256 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849219306 7256 GL J9 Jack -Closed 2 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:26 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Ky_l oOvOdKel7emM5fwRhnAltjd8B4NebYll?Cy9f4R i_ -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale= 1:9.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.08 BC 0.03 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.00 2 >999 360 -0.00 2-4 >999 240 -0.00 3 n/a n/a 0.00 2 '•" 240 PLATES GRIP MT20 185/144 Weight: 8 Ib 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 0 LICF�s r�l MT recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud 0 be installed during truss erection, in accordance with Stabilizer PE 44018 Installation guide. REACTIONS. (Ib/size) 2=202/0-5-8, 4=19/Mechanical, 3=54/Mechanical 1o� Max Horz 2=43(LC 6) December 13,2016 Max Uplift 2=-74(LC 6), 3=-32(LC 10) Max Grav 2=203(LC 15), 4=38(LC 5), 3=56(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 0 LICF�s r�l 0 Zoo PE 44018 1o� FSS�ON December 13,2016 ,& WARNING - Verily 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, 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 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 7258 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849219307 725B J10 Monopitch Girder 1 1 Lumber DOL 1.15 -GL Vert(TL) -0.13 2-5 >374 240 TCDL 10.0 Rep Stress Incr NO Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:15 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-8gpsUFm6DyGJ IyQ FyrEsITDLEHhl66eO3Kbg7Ly9f4c 4-6-0 4-6-0 Scale= 1:13.2 3x4 = 4-6-0 4-6-0 Plate Offsets (X Y)- [2:0-0-0,0-1-61, [2:0-1-13,0-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.07 2-5 >720 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.82 Vert(TL) -0.13 2-5 >374 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.04 2-5 >999 240 Weight: 15 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud nstalled during truss erection, in accordance with Stabilizer [Ibe allation guide. REACTIONS. (Ib/size) 3=539/0-1-8, 2=477/0-5-8 Max Horz 2=85(LC 7) Max Uplift 3=-115(LC 10), 2=-145(LC 6) Max Grav 3=559(LC 15), 2=485(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-52/394 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 II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. LICE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) �P00 �� �/s 3=115, 2=145. �•.•.•••••� VD • SOON •% FO 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. ; p0 O ; 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) 303 Ib down and 88 Ib up at : U 2-0-12, and 210 Ib down and 48 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the ; PE -44018 ; 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). •��� OAFS LOAD CASE(S) Standard •••• s�ON 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 December 13,2016 P" ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only withMiTek® 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 pIV15011 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ISllcitrig fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB49 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 - Job Truss Truss Type Qty Ply 7256 849219307 725B—GL J10 Monopitch Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:15 2016 Page 2 ID: S4VXXKq_apam_nYJxUgEturtOri-8gpsUFm6DyGJIyQFyrEsITDLEHhl66e03Kbg7Ly9f4c LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-80,2-4=-20 Concentrated Loads (lb) Vert: 5=-210(F) 7=-303(F) ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �/h ea t R icl g e a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ITek is always requiretl 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 Greenbac RIgliding DIV9s6N Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 % ^ Job Truss Truss Type Qty Ply 725B LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849219308 725B J11 Half Hip Girder 1 1 except end verticals, and 2-0-0 oc puffins: 3-4. -GL BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:16 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-dI NFhbnk_FOAw6?RVZ15HgmZxhBurYs9l_KDfny9f4b -1-0-0 2-0-0 F ___ 4-6-0 1-0-0 2-0-0 2-6-0 Scale = 1:10.7 5x6 = 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.17 BC 0.15 WB 0.07 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 6 >999 360 -0.01 5-6 >999 240 0.00 5 n/a n/a 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 17 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, and 2-0-0 oc puffins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud einstalled during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS. (lb/size) 5=280/Mechanical, 2=354/0-5-8 Max Hoa 2=42(LC 7) Max Uplift 5=-68(LC 7), 2=-123(LC 6) Max Grav 5=323(LC 23), 2=411(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-343/52 BOT CHORD 2-6=-63/282, 5-6=-64/267 WEBS 3-5=-285/61 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=lb) 2=123. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 35 Ib up at 2-0-0, and 65 Ib down and 28 Ib up at 4-44 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 0:3 PDO LIG December 13,2016 ,& WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Citrus Hei hts CA 95610 JobTruss Truss Type City Ply 7256 849219306 725B—GL J11 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 5=-65(B) 6=-58(B) 8.030 s Sep 29 2016 MIT ek Industries, Inc. Mon Dec 12 16:38:16 ZU16 Page Z ID:S4VXXKq_apam_nYJxUgElurt0ri-d1 NFhbnk_FOAw6?RVZ15HgmZxhBurYs9l_KDfny9f4b AWARNING - Verify 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 M7ek® connectors. This design is based only upon parameters shown, antl is for an individual building component, not �R n F 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 7256 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849219309 7258_GL J12 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:17 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-5DxdvxoMIZW1 YFad3GGKqul iv4Vja0NJ We4nBDy9f4a 4-0-0 0-6-0 Scale = 1:12.3 4x6 = 2x4 II Plate Offsets (X Y)-- (2:0-1-13 0-6-11 (2.0-0-0 0-1-141 (3:Edge 0-1-01 [4:0-1-12,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.01 6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.00 6 >999 240 Weight: 17 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud einstalled during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS. (Ib/size) 5=192/Mechanical, 2=319/0-5-8 Max Horz 2=75(LC 7) Max Uplift 5=-34(LC 10), 2=-104(LC 6) Max Grav 5=224(LC 24), 2=424(LC 24) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/0 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=104. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. F-6,MM, • December 13,2016 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 �Y 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 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 Heirthts. CA 95610 Job Truss Truss Type Qty Ply 7258 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849219310 7256_GL J13 Monopitch 1 1 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.22 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:17 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-5DxdvxoMIZW1 YFad3GGKqulhu4V3aO8JWe4nBDy9f4a Scale = 1:13.2 3x4 = Plate Offsets (X Y)-- [1:0-1 -13 0-6-11 [1:0-0-0,0-1-61, [2:0-2-13,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.02 1-4 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.04 1-4 >999 240 1 00 TCDL 1. Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLIL Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 1 "*` 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 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. WEDGEMiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=206/0-1-8, 1=200/0-5-8 Max Horz 1=84(LC 7) Max Uplift 2=-40(LC 10), 1=-31(LC 6) Max Grav 2=216(LC 14), 1=202(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 1. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. O�P� 0/�F� O ZO0.. ; U G) i PE -44018 i U December 13,2016 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, 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 7258 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 849219311 725B_GL J14 Jack -Closed 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud 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. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:18 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-ZP V?6Ho? W eu9P9gd_nZM5ruAUtxJTOSIIpKjfy9f4Z -1-0-0 3-11-11 r 1-0-0 3-11-11 3x4 = 2x4 11 4 Scale = 1:12.3 LOADING (psf) )TCLL 30.0 (Roof Snow=30.0 TCDL 10.0 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 0.25 BC 0.12 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wrid(LL) in (loc) I/deft L/d -0.01 2-5 >999 360 -0.02 2-5 >999 240 -0.00 3 n/a n/a 0.00 5 "" 240 PLATES GRIP MT20 185/144 Weight: 13 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 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE ek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud 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. nstalled during truss erection, in accordance with Stabilizer Fbe �O�• ��ee..e.e• . o SOQN':sFo :° 0: allation guide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) PE -44018 Max Uplift 3=-65(LC 10), 2=-92(LC 6) Fss�0 •• Max Grav 3=147(LC 15), 5=81 (LC 5), 2=304(LC 15) �Nca FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. N90 L1r;F2 �O�• ��ee..e.e• . o SOQN':sFo :° 0: •z 2• PE -44018 e: Fss�0 •• �Nca December 13,20 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI-7473rev. 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 overa11 V�f I , E. �t i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 ^^ ^ P 11IICj Ino Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:18 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-ZPV?6Ho? Wteu9P9gd_nZMSruC Uu2JT0S IlpKjfy9f4Z -1-5-0 1-5-0 2-9-3 3x4 = Scale = 1:9.0 2-9-3 Plate Offsets (X Y)- [2:0-0-0,0-1-71, f2:0-1-14,0-8-51 Qty Ply 725B CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R49219312 [7258G�����D �IH rder 1 1 Vert(TL) -0.00 2-5 >999 240 _ 1 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:18 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-ZPV?6Ho? Wteu9P9gd_nZMSruC Uu2JT0S IlpKjfy9f4Z -1-5-0 1-5-0 2-9-3 3x4 = Scale = 1:9.0 2-9-3 Plate Offsets (X Y)- [2:0-0-0,0-1-71, f2:0-1-14,0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.00 2-5 >999 360 MT20 197/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-5 >999 240 1 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 5 `*" 240 Weight: 101b FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE iTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 installed during truss erection, in accordance with Stabilizer [be nstallation guide. REACTIONS. (Ib/size) 3=46/Mechanical, 5=28/Mechanical, 2=305/0-7-6 Max Horz 2=42(LC 6) Max Uplift 3=-30(LC 10), 2=-133(LC 6) Max Grav 3=54(LC 15), 5=55(LC 5), 2=310(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) D 0 LICF- 2=133. S00 �' %N02-44018 r".P I December 13,2016 1v of A WARMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. 411 h e ci 1 R ! d g 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 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' f;U'Iv Ing DivlS, r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7258 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 R49219313 7258 GL J16 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud ZUO 0 S BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 Mi talk Industries, Inc. Mon Dec W 16:38:19 2016 Nage 1 I D: S4VXXKq_apam_nYJxUgEturt0ri-1 c3N KdpdHAminZkOBhlovJO5euDe2vecyZtG6y9f4Y -1-0-0 2-0-0 1-0-0 2-0-0 2x4 3 3x4 = Scale = 1:9.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress [nor YES Code IRC2012/TP12007 CSI. TC 0.08 BC 0.09 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 2 >999 360 -0.00 2-6 >999 240 -0.00 5 n/a n/a 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 8 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 O POO LICE except end verticals. WEBS 2x4 HF Stud ZUO 0 S BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE PE -44018 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer December 13,2016 Installation uide. REACTIONS. (lb/size) 2=203/0-5-8, 5=76/Mechanical Max Horz 2=46(LC 9) Max Uplift 2=-80(LC 6), 5=-15(LC 10) Max Grav 2=204(LC 15), 5=78(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. O POO LICE O�'.••'•SopN ••SFO ZUO 0 S PE -44018 FSs/ON • �� December 13,2016 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 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 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, DSO -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 72511 849219314 7256_GL J17 Jack -Closed 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 B 03U s Sep zv ZU16 MI I eK Industries, Inc. Mon Dec 12 1638:20 20 i6 rage 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-VodlXzgF1 UucPjJCk0p1 SWWECIaanMtlDclRoYy9f4X _1.5_ 2-9-3 1-5-0 2-9-3 3x4 = Scale = 1:9.0 Plate Offsets (X Y) [2:0-0-0,0-1-71, [2:0-1-14,0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 f Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 .- 240 Weight: 10 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 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 Installation uide. REACTIONS. (Ib/size) 3=46/Mechanical, 5=28/Mechanical, 2=305/0-7-6 Max Horz 2=42(LC 6) Max Uplift 3=-30(LC 10), 2=-133(LC 6) Max Grav 3=54(LC 15), 5=55(LC 5), 2=310(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) O�P� 0 Lic 2=133. C��•••Q •S00/�j ' :s�� i �O O2 i PE -44018 ss /ON .. December 13,2016 .yof AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/032015 BEFORE USE.�Wheat t 1 �(� t T v l L 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 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 Building DMS R 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 ror uai„hm cn oestn Job Truss Truss Type Ply LOADING (psf) SPACING- 2-0-0 CSI. Fty in (loc) I/deft Lid 7725BR49219315 7256GL J18 Jack-Closed1 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 1-5 >999 240 e (optional) Alpine Lumber Co., Commerce City,C0.80022 2 cs 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:20 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-VodlXzgF1 UucPjJCkOpl S WW Hpl@UnMtlDcl RoYy9f4X 2-0-0 2-0-0 2x4 I Scale = 1:9.1 4.00 12 2 3 3x4 = Plate Offsets (X Y)-- (1 0-0-0 0-1-61 [1:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 1-5 >999 240 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 1 >999 240 Weight: 7 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pur ins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud einstalled during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS. (Ib/size) 4=98/Mechanical, 1=97/0-5-8 Max Horz 1=45(LC 7) Max Uplift 4=-21 (LC 10), 1=-13(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. 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) 4, 1. � DO LICF� O�.•� SOoN'`6 Z0 �2 S ;C) PE -44018 bONW December 13,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �F a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7256 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E 849219316 725B_GL K1 Diagonal Hip Girder 1 1 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:27 2016 Page 1 ID: S4VXXKq_apam_nYJxUgElurt0rio8YP?Mve0amcloLYfMRgE?jF16g5wXcngCV IYey9f4Q -1-5-0 7-0-2 1-5-0 7-0-2 46 11 3x4 = 2.83 12 10 2x4 11 Scale = 1:15.7 3 4 2x4 II LOADING (psf) TCLL 30.0 (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 NO Code IRC2012fTP12007 CSI. TC 0.90 BC 0.63 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wnd(LL) in (loc) I/deft L/d -0.12 2-6 >654 360 -0.29 2-6 >262 240 -0.00 6 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 197/144 Weight: 21 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE iTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 einstalled during truss erection, in accordance with Stabilizer Fb nstallation ouide. REACTIONS. (Ib/size) 6=380/Mechanical, 2=488/0-7-6 Max Horz 2=92(LC 7) Max Uplift 6=-70(LC 10), 2=-153(LC 6) Max Grav 6=414(LC 15), 2=509(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-324/124 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 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) 6 except (jt=1b) 2=153. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 71 Ib up at 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 25 Ib down at 5-7-7, and 25 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 U December 13,2016 -AY of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1-7473 rev. 10/032015 BEFORE USE. 7vaeal "E Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling component, not'va truss system. Before use, the building designer must verify the applicability of design parameters antl properly incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary antl permanent bracingMiTek"$Of is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication, storage, delivery, erection antl bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 antl 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 ei hts CA 95 E Job Truss Truss Type Qty Ply 7256 849219316 7256_GL K1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-35(B) 10=-25(F=-12, B=-12) 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:27 2016 Page 2 ID: S4VXXKq_apam_nYJxUgElurtOrioBYP?MveOemcloLYfMRgE?jF16g5wXcngCVIYey9f4Q ,& 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 venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. city Dt Wheat f 1' MiTek" rDljdiry-. DIVI 7777 Greenback Lane \, Job Truss Truss Type Qty Ply 725B I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849219317 7256 GL K2 Jack -Closed 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.06 Job Reference (optional) Alpine Lumber UO., L;ommerce Uity,L:U.oUUZZ o.vJu 5 cup zu zu io ivii i eK muu5urvb, Inc. rvivn Vec iz io.ao.zw 4- Y ye i ID:S4VXXKq_apam_nYJxUgElurt0ri-kXf9Q2xuwF1K_5VxmnU8JQojlwbrOR64HW PcXy9f40 5-0-0 5-0-0 Scale = 1:14.2 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.02 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.06 2-6 >886 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -P Wind(LL) 0.00 2 *"' 240 Weight: 16 Ib FT = 20% BCDL 10.0 _ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=239/Mechanical, 2=336/0-5-8 Max Horz 2=96(LC 7) Max Uplift 6=-48(LC 10), 2=-103(LC 6) Max Grav 6=269(LC 15), 2=346(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 except (jt=1b) 2=103. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. December MiTek' 7777 Greenback Lan Job Truss Truss Type Qty Ply 7258 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 849219318 7258 GL K3 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:30 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0ri-CjDXdNyWhZ9BcF47KV?NsdLt_KwS7uMD WAjz8zy9f4N Scale= 1:14.2 3x4 - 2x4 114 Plate Offsets (X Y)— [1:0-0-0,0-1-61,[1:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.02 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.26 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 1 `*" 240 Weight: 15 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [MiTek einstalled during truss erection, in accordance with Stabilizer stallation quide. REACTIONS. (Ib/size) 5=253/Mechanical, 1=224/0-5-8 Max Horz 1=95(LC 7) Max Uplift 5=-52(LC 10), 1=-33(LC 6) Max Grav 5=271 (LC 14), 1=228(LC 14) 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 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 girders) 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) 5, 1. !N00 LICF� o`'.••' so oN••. sFo rzo 02 PE -44018 Les., ON December 13,2016 , ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web end/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 ANSIITPI1 Duality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.09. Alpine Lumber Co., Commerce City,C0.80022 5-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:31 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-gvnwrjy8SsH2DPfJuC WcOrt5SkFdsLcNlgTWhPy9f4M Scale = 1:15.1 2x4 2 3x4 = 2x4 II LOADING (psf) Truss Truss Type Qty Ply 7256849219319 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 L"B GL K4 Monopitch Girder 1 2 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.33 Verl(TL) -0.06 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-0-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:31 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-gvnwrjy8SsH2DPfJuC WcOrt5SkFdsLcNlgTWhPy9f4M Scale = 1:15.1 2x4 2 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.03 1-3 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.33 Verl(TL) -0.06 1-3 >994 240 1 0.0 TCDL 1 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012rTP12007 Matrix -P Wind(LL) 0.02 1-3 >999 240 Weight: 34 Ib FT = 20 BCDL 10.0 - LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=588/0-5-8, 3=708/Mechanical Max Horz 1=90(LC 7) Max Uplift 1=-91(LC 6), 3=-114(LC 10) Max Grav 1=592(LC 14), 3=723(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 10d (0.131'x3") nails as follows: 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; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for 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) 1 except (jt=1b) 3=114. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 Ib down and 26 Ib up at 1-0-12, and 754 Ib down and 109 Ib up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 Concentrated Loads (lb) Vert: 5=-79(F) 6=-754(F) U December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 701032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 7256 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 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. 849219320 725B_GL K5 Diagonal Hip Girder 2 1 Max Hoa 2=70(LC 6) Max Uplift 3=-83(LC 10), 2=-139(LC 6) Max Grav 3=220(LC 15), 5=111(LC 5), 2=440(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:31 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-gvnwrjy8SsH2DPfJuC WcOrt?ckGKsLcNlgTWhPy9f4M 5-7-2 1-5.0 5-7-2 3x4 = 2x4 II 4 Scale = 1:13.4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.65 BC 0.29 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.04 2-5 >999 360 Vert(TL) -0.09 2-5 >639 240 Horz(TL) -0.00 3 n/a n/a Wnd(LL) 0.00 5 **** 240 PLATES GRIP MT20 197/144 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 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. WEDGE recommends that Stabilizers and required cross bracing FMi.Tek Left: 2x4 SPF No.2 nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 3=186/Mechanical, 5=56/Mechanical, 2=419/0-7-6 Max Hoa 2=70(LC 6) Max Uplift 3=-83(LC 10), 2=-139(LC 6) Max Grav 3=220(LC 15), 5=111(LC 5), 2=440(LC 15) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=lb) ANO 0 LtCFAA' 2=139.••e•••e••••'l/s 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 31 Ib up at��. O SOON •% 2-9-8 on top chord, and 2 Ib down at 2-9-8, and 2 Ib down at 2-9-8 on bottom chord. The design/selection of such connection • device(s) is the responsibility of others. 2 U 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard 1) Dead + Snow Lumber Increase=1.15, Plate Increase=1.15 : (balanced): Uniform Loads (plf) •: �,� Vert: 1-3=-80, 2-4=-20 .•• Fss�0 •• ����� DecembAr 13,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10103/2015 BEFORE USE. Wheat R t d g [a Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ni building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT® Q t Ir♦ i� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the )j, .. jnq Divi--,(-, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac ,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 725B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 849219321 7258 GL K6 Jack -Closed 4 1 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 1 0.0 1 Rep Stress Inc, YES Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:32 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-96LI23znDAPvrZE WRw1 rx2QHZ7fBbos WzUC3Dsy9f4L -1-0-04-0-0 1-0-0 4-0-0 3x4 = 2x4 II ' Scale = 1:12.4 4-0-0 r 400 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-5 >999 240 TCDL 1 0.0 1 Rep Stress Inc, YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 "" 240 Weight: 13 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing FM,.Tek Left: 2x4 HF Stud nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 3=132/Mechanical, 5=41/Mechanical, 2=298/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-66(LC 10), 2=-92(LC 6) Max Grav 3=149(LC 15), 5=81 (LC 5), 2=305(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. PD 0 LIC •' s00% �0�; e 0 O Off: �UO PE -44018 FSS�ON • �� December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. / �� t R deDesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e ; a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p 1 i rlfl, igL rl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 GreenbaraK'C2�e safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 7258 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. 849219322 7258 GL K7 Jack -Closed 2 1 REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:32 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-96LI23znDAPvrZEWRw1 rx2QHe7fDbosWzUC3Dsy9f4L -1-0-03-11-11 1-0-0 3-11-11 3x4 = 2x4 II 4 Scale= 1:12.3 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 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 0.25 BC 0.12 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-5 >999 360 Vert(TL) -0.02 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 5 .""240 PLATES GRIP MT20 185/144 Weight: 13 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. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HFStud einstalled during truss erection, [MiTek in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81 (LC 5), 2=304(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 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 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. 0 LICFiy OPD •'•sooty %SFO O ZO 02 ; ;U O; PE -44018 • 9 w ON December December 13,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. y v 1 t 2 Cat 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 bracingMiTek F311'I in (�I`fjSr ` 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 Larut Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^�,,,,,,,s.�o�' Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:33 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-dlvgGP_PzUXmTjoi?dY4TGzU6XOnKF5gC8ydl Iy9f4K -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale = 1:9.0 Plate Offsets (X Y)— [2:0-0-0,0-1-61, [2:0-1-13,0-6-11, [3:0-2-0,0-0-41 Truss Truss Type Qty Ply 7258 II, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849219323 LJob 6 GL K8 Jack -Closed 7 1 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:33 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-dlvgGP_PzUXmTjoi?dY4TGzU6XOnKF5gC8ydl Iy9f4K -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale = 1:9.0 Plate Offsets (X Y)— [2:0-0-0,0-1-61, [2:0-1-13,0-6-11, [3:0-2-0,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 8lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 2=196/0-5-8, 5=19/Mechanical, 3=61/Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-72(LC 6), 3=-34(LC 10) Max Grav 2=196(LC 15), 5=38(LC 5), 3=64(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 041 p 0 L ' O .••SODN - �sFO U L� PE -44018 /ONA December 13,2016 A WARNING - Verify 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 �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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7256 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 849219324 725B GL K9 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:33 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-dlvgGP_PzUXmTjoi?dY4TGzUBXOmKF5gC8ydlly9f4K itsf16f1 3x4 = 3x6 11 2x4 II Scale = 1:9.0 Plate Offsets (X Y)-- [1:0-0-0,0-1-61, [1:0-1-13.0-6-11, [2:0-2-0.0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-3 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 1 "" 240 Weight: 6lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 3=19/Mechanical, 1=97/Mechanical, 2=78/Mechanical Max Horz 1=39(LC 6) Max Uplift 1=-8(LC 6), 2=-39(LC 6) Max Grav 3=39(LC 5), 1=97(LC 1), 2=78(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and 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 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. D�PDO LICF� �o�••.e SoON • �sFO zoo 02 PE -44018 �0 X1_ • �� ON December 13,2016 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall AiTek' 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 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 7256 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 30) Plate Grip DOL 1.15 849219325 725B K10 Diagonal Hip Girder 1 1 Vert(TL) -0.05 2-5 >999 240 -GL TCDL 10.0 Rep Stress Incr NO W8 0.00 Horz(TL) -0.00 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:28 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-GL6nDiwG9xuTMywlC4yvmCFYkWGuf_sx2sEs44y9f4P 4-10-10 1-5-0 4-10-10 3x4 = 2x4 11 v Scale: V=1' 4-10-10 Plate Offsets (X Y)-- [2:0-0-0,0-1-71, [2:0-1-14,0-8-51 LOADING (psf) SPACING- 2_0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 30) Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.02 2-5 >999 360 MT20 197/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 2-5 >999 240 TCDL 10.0 Rep Stress Incr NO W8 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 - 240 Weight: 16 to FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGEMiTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer Left: 2x4 SPF No.2 [In stallation uide. REACTIONS. (Ib/size) 3=154/Mechanical, 5=49/Mechanical, 2=388/0-7-6 Max Horz 2=63(LC 6) Max Uplift 3=-70(LC 10), 2=-136(LC 6) Max Grav 3=181(LC 15), 5=97(LC 5), 2=404(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=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 0 L/0 2=136. �Pp �� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 31 Ib up at ��.•••••.���ti �O O SOO�y ••� F� 2-9-8 on top chord, and 2 lb down at 2-9-8, and 2 to down at 2-9-8 on bottom chord. The design/selection of such connection Q 0.. devices) is the responsibility of others. : U 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard Q ; 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads O�Fss (plf) Vert: 1-3=-80, 2-4=-20 •••�� \�� ON December 13,2016. , AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111-7473rev. 10/03/2015 BEFORE USE.Wheat R i U(g Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BD IIdIDC] Divi$o r1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^F r Job Truss Truss Type Qty Ply 7256 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2-5 >999 360 849219326 7256 K11 Jack -Closed 2 1 TCDL 10.0 —GL WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:28 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-GL6nDiwG9xuTMywlC4yvmCFcv Wlof_sx2sEs44y9f4P 3-6-0 3-6-0 3x4 = 2x4 11 4 Scale= 1:11.6 Plate Offsets (X Y)— [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 Matrix -P Wind(LL) 0.00 5 "" 240 Weight: 12 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc pur ins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud enstalled during truss erection, in accordance with Stabilizer [MiTek allation guide. REACTIONS. (Ib/size) 3=109/Mechanical, 5=36/Mechanical, 2=275/0-5-8 Max Horz 2=63(LC 6) Max Uplift 3=-57(LC 10), 2=-91(LC 6) Max Grav 3=122(LC 15), 5=71 (LC 5), 2=280(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=25f1; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. X4�P� SDDN )." PE-4401 December 13,2016 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 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 ' atruss 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 MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 ^ Job Truss Truss TypeQty DEFL. Ply 7258 I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 849219327 725B_GL K12 Monopitch Girder 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.01 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:29 2016 Page 1 ID:S4VXXKq_apam_nYJxUgElurt0ri-kXf9Q2xuwF1K_5VxmnU8JQooWwdgOR64HW PcXy9f40 3-6-0 3-6-0 4x6 = 3x6 II Scale = 1:11.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 1-3 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.01 1-3 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 1-3 >999 240 Weight: 27 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x8 SPF 195OF 1.7E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=892/0-5-8, 3=704/Mechanical Max Hoa 1=62(LC 7) Max Uplift 1=-161(LC 6), 3=-135(LC 10) Max Grav 1=893(LC 14), 3=708(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 10d (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=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 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=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 Ql=1b) 1=161, 3=135. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1284 Ib down and 246 Ib up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80,1-3=-20 Concentrated Loads (lb) Vert: 5=-1284(8) ��p,00 LICF� �O�eeee S��N e �s�Q O UO O PE -44018 /ON December 13,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7473 rev. 10103/2015 BEFORE USE. vn eat R;a g. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not y 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 iVI iTek" tI'/�/ng �j is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the VISOII fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 log . Cit s Hei hts CA 9561 Job Truss Truss Type Qty Ply 7256 I/defl L/d PLATES GRIP TCL(Roo 30.0 Plate Grip DOL 1.15 849219328 725B_GL L1 Diagonal Hip Girder 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:34 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-5UT2TI?1 knfd4tNuZL3JOTVbNxG73eBpRohAlky9f4J -1-5-0 4-1-0 1 _ 8-5-1 1-5-0 4-1-0 4-4-1 Scale = 1:18.6 2x4 4 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCL(Roo 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.02 8 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.41 Vert(TL) -0.05 7-8 >999 240 TCDL10.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -P Wind(LL) 0.01 8 >999 240 Weight: 30 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD WEDGE Left: 2x4 SPF N0.2 REACTIONS. (Ib/size) 7=444/Mechanical, 2=563/0-7-6 Max Horz 2=108(LC 9) Max Uplift 7=-82(LC 10), 2=-164(LC 6) Max Grav 7=497(LC 15), 2=587(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-887/119 BOT CHORD 2 -8= -127R97.7 -8=-127I797 WEBS 3-7=-834/159 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 lb uplift at joint(s) 7 except (jt=1b) 2=164. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 72 Ib up at 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 24 Ib down at 5-7-7, and 24 Ib down at 5-7-7 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Llc ci •'o •so '••s`o *UO O��• PE -44018 Fss�oiu'• ' .r� December 13,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '31 I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback LeYVel1)T Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. suite 109 , Citrus Hei hts C 95610 Job Truss Truss Type Qty Ply 7258 849219328 7256 GL L1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-34(B) 12=-24(F=-12, B=-12) 8,030s Sep 292016 MITek Industries, Inc. Mon Dec 12 16:38:34 2U16 Fuge 2 I D: S4VXXKq_apam_nYJxUgEturt0ri-5UT2TI?1 knfd4lNuZL3JOTVbNxG73eBpRohAlky9f4J ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 ^A ^ r o Job Truss 6-0-0 Ply 72587256 DOL=1.33 ]TrussTypeQty LOADING (psf) SPACING- 2-0-0 CSI. DEFL. GL L2 losed 3 1 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:35 2016 Page 1 ID:S4VXXKq_apam2nYJxUgEturt0ri-Zh1 Qh50fV5nUiOy572aYZh2h-Ld9o9byfSRkgAygf4I -1-0-06-0-0 1-0-0 6-0-0 Scale= 1:16.9 2x4 11 3 4 3x4 = 2x4 II NOTES. 6-0-0 Plate Offsets KY)- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 2-6 >484 240 4SOON •ee O TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a PE -44018 Code IRC2012/TP12007 Matrix -P Wnd(LL) 0.00 2 - 240 Weight: 19 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud einstalled during truss erection, in accordance with Stabilizer [MiTek stallation guide. REACTIONS. (Ib/size) 6=292/Mechanical, 2=384/0-5-8 Max Horz 2=112(LC 7) Max Uplift 6=-59(LC 10), 2=-110(LC 6) Max Grav 6=333(LC 15), 2=398(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-272/95 NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) ��e4ls� It �2=110. 4SOON •ee O X00 02 ;U �00 PE -44018 FSs�ON A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/072015 BEFORE USE.rr f°- PP Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not v s E a t r' d 1, `-7 , a truss system. Before use, the building designer must verify the applicability ofdesign 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 ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane -- -�! .'.Sr_, r• Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. _ _-_ _ Job Truss ype Qty Ply 7258 TCLL 30.0 Plate Grip DOL 1.15 FMONOPITCH Vert(LL) -0.04 5 >999 360 849219330 7258_GL L3 GIRDER 1 2 TCDL 10.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.00 4 n/a n/a Job Reference o tional Alpine Lumber Co., Commerce City, C0.80022 8.030 s Sep 29 2U1b MI I ek Industries, Inc. Mon uec 12 1b:Jd:J0ZUIb rage I I D:S4VXXKq_apam_nYJxUgElurtOri-Zhl Qh50fV5nU iOy572aYZh2giLfZol ryfS RkgAy9f41 3-0-0 6-0-0 3-0-0 3-0-0 Scale = 1 11.4 6 2x4 11 2x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.04 5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(TL) -0.07 5 >915 240 TCDL 10.0 Rep Stress Incr NO WB 0.56 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 Matrix -P Wind(LL) 0.02 5 >999 240 Weight: 42 Ib FT = 20% BCDL 10.0 ..•••.. ���.•'• nj SOO• �sFO e��0 0 0. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • 0. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 913 Ib down and 171 Ib up at ; U 0 1-0-12, and 662 Ib down and 105 Ib up at 3-0-12, and 664 Ib down and 105 Ib up at 4-11-4 on top chord. The design/selection of LUMBER- BRACING - ' TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc pur ins (5-7-10 max.): 1-3, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 6=1460/0-5-8, 4=1291/Mechanical Max Hoa 6=32(LC 7) Max Uplift 6=-229(LC 4), 4=-184(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1369/232,1-2=-2888/422,2-3=-2888/422,3-4=-1200/187 WEBS 1-5=-440/2976, 2-5=-1503/271, 3-5=-440/2976 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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. ♦_ic Qi 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=lb) 6=229, 4=184. ..•••.. ���.•'• nj SOO• �sFO e��0 0 0. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • 0. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 913 Ib down and 171 Ib up at ; U 0 1-0-12, and 662 Ib down and 105 Ib up at 3-0-12, and 664 Ib down and 105 Ib up at 4-11-4 on top chord. The design/selection of ; PE -44018 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 • F •••.• SS�ON Uniform Loads (plf) Vert: 1-3=-80, 4-6=-20 December 13,2016 "y A WARNING • Vedfy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. `p r z } Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not V f'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 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 ANSIfTPII Quality Criteria, DSB49 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 A re oca'n Job Truss Truss Type Qty Ply 725B 849219330 725B_GL L3 MONOPITCH GIRDER 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 2=-642 7=-894 8=-645 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:36 2016 Page 2 I D:S4VXXKq_apam_nYJxUgEturtOri-1 lbpuROHGPvLKAXHgl6n5ubrSl_oXU56u5AHMdy9f4H A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101092015 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 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231C f> ilv of MiTek" 7777 Greenback Lari Job Truss Truss Type Qty Ply 7256 DOL=1.33 3-11-11 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 Plate Offsets (X Y)- 12:0-0-0,0-1-61, [2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. R49219331 725B_GL L4 Jack -Closed 2 1 TCLL 30.0 SPACING-2-0-0 I. DEFL. in (loc) I/deft L/d Job Reference o lional w...... a �ny,w.oUUtt 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:36 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-1 tbpuROHGPvLKAXHgl6n5ubzelO9Xcr6u5AHMdy9f4H -1-0-0 3-11-11 1-0-0 3-11-11 Scale= 1:12.3 3x4 = 2x4 II 4 3-11-11 DOL=1.33 3-11-11 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 Plate Offsets (X Y)- 12:0-0-0,0-1-61, [2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. LOADING (psf) 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. TCLL 30.0 SPACING-2-0-0 I. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 0.25 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 0.12 :BC Vert(TL) -0.02 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 trix-P Wind(LL) 0.00 5 - 240 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud recommends that Stabilizers and required cross bracing FMiTek nstalled during truss erection, in accordance with Stabilizer installation guide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81 (LC 5), 2=304(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. N00 Ll O • ,.eeee.,, � ' SOON •., FO � ZOO 02 : PE -44018 /ON December 13,2016 A WARNING - Vedly 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 �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 Mire k' 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 ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 I"- H hts CA 95610 Job Truss Truss Type Qty Ply 7256 R49219332 7256_GL L5 Jack -Closed 2 1 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:37 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-V38B5nlv1ifBxK6TETdOe67A68NjG25F71wqu3y9f4G -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = 1-11-11 1-11-11 _ Plate Offsets (X,Y)-- [2:0-0-0.0-1-61,[2:0-1-13.0-6-11,[3:0-2-0.0-0-41 Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 2 - 240 Weight: 8 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud stalled during truss erection, in accordance with Stabilizer [be nstalinlation guide. REACTIONS. (Ib/size) 2=202/0-5-8, 4=19/Mechanical, 3=54/Mechanical Max Horz 2=43(LC 6) Max Uplift 2=-74(LC 6), 3=-32(LC 10) Max Grav 2=203(LC 15), 4=38(LC 5), 3=56(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. PO 0 LlOF�s so oN '•e FO ADO Ole PE -44018 Fss�ON December 13,2016 ,& WARNING - Ver11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev, 101032015 BEFORE USE. Wheat RIdtg.e Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Nlek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the u iid Ing DIV!sOrt fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Graenback'69.ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7258 5-5-11 Plate Offsets (X,Y)-- f2:0-0-14,0-2-61,[6:0-2-0,0-1-01 3) Unbalanced snow loads have been considered for this design. 849219333 725B GL M1 Monopitch Girder 2 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.06 2-6 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 1-5-0 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:37 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-V3885n1 vl i1 BxK6TETdOe67208FzG25F71wqu3y9f4G 5-7-2 5-7-2 4x6 4x8 = Scale = 1:13.8 NOTES - 5-5-11 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 5-5-11 Plate Offsets (X,Y)-- f2:0-0-14,0-2-61,[6:0-2-0,0-1-01 3) Unbalanced snow loads have been considered for this design. 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 0.59 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Verl -0.13 2-6 >448 240 . �0 Q .. 'G TCDL 10.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a ; PE -44018 BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.05 2-6 >999 240 Weight: 19 Ib FT = 20 BCDL 10.0 ON December 13,2016 t u1 LUMBER- BRACING - tT r - ` I t I ` TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc pudins, BOT CHORD 2x4 SPF No.2 7777 Greewnbeck L' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component except end verticals. WEBS 2x4 HF Stud Suite log BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-6-4 FM.,Tek installedduring truss erection, in accordance with Stabilizer tallation uide. REACTIONS. (Ib/size) 2=434/0-6-4, 6=347/Mechanical Max Horz 2=70(LC 7) Max Uplift 2=-152(LC 6), 6=-97(LC 10) Max Grav 2=450(LC 15), 6=386(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-270/91 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 will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 0 PO (/ 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� capacity of bearing surface. ..•••••••CF�uf' VOA • 500N ..t"' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Ot=lb) . �0 Q .. 'G 2=152. Z 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 Ib down and 40 Ib up at U 0 00 2-9-8, and 60 Ib down and 40 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the ; PE -44018 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). ' :• ' tV 0 •\�� LOAD CASE(S) StandardFS'O •• •••• 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ON December 13,2016 t u1 AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not tT r - ` I 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M � k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greewnbeck L' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component �� an. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 7256 LUMBER- 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 849219334 725B—GL M2 Monopitch 5 1 2x4 SPF No.2 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide except end verticals. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:38 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-zGiZJ72XoO92ZUhgoA8FAJgJRYiZ?VLPMPfORVy9f4F 4-0-0 4-0-0 4x6 Scale = 1:12.4 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/TP12007 CSI. TC 0.23 BC 0.12 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 2-5 >999 360 -0.02 2-5 >999 240 -0.00 5 n/a n/a -0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 15 Ib FT = 20 LUMBER- 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoints) 2, 5. g00/� •.•s�OZ r'SPE-44018 recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 1-10-15 a FMisTek nstalled during truss erection, in accordance with Stabilizer allation guide. REACTIONS. (Ib/size) 2=272/0-5-8, 5=163/Mechanical Max Horz 2=66(LC 7) Max Uplift 2=-86(LC 6), 5=-36(LC 10) Max Grav 2=277(LC 15), 5=176(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify O 0 L1CFcapacity of bearing surtace.•••••�•• /j/9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoints) 2, 5. g00/� •.•s�OZ r'SPE-44018 a /nn, December 13,2016 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Wheal 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 Mire :�tf!ICIIri is always 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 ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Job Truss Truss Type City Ply 7258 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 849219335 725B—GL M3 Jack -Closed 4 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:38 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-zGiZJ72XoO92ZUhgoA8FAJgLgYj W7VLPMPfORVy9f4F 1-0-0 1-11-11 Scale = 1:9.0 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TPI2007 CSI. TC 0.08 BC 0.06 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.00 2 >999 360 -0.00 2 >999 240 -0.00 6 n/a n/a 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 8 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 2x6 SPF 1650F 1.5E 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. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �,Pp 0 L /OF capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. MiTek recommends that Stabilizers and required cross bracing 02 i .' be installed during truss erection, in accordance with Stabilizer PE -44018 Installation guide. REACTIONS. (Ib/size) 6=86/Mechanical, 2=191/0-5-8 FSS�ON Max Horz 2=40(LC 7) flaramhar 1 *1 9r)1F; Max Uplift 6=-17(LC 10), 2=-78(LC 6) Max Grav 6=89(LC 15), 2=191(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCD L=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 fl between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �,Pp 0 L /OF capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. �� .••••••.. �S �� •' SOOy�j •.• F� O 02 i .' PE -44018 FSS�ON flaramhar 1 *1 9r)1F; ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ` a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rx. jz ; O g 0 d is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiclhts, CA 95610 Job Truss Truss Type Qty Ply 725B LOADING (psf) SPACING- 2-0-0 CSI. 849219336 725B_GL Si Diagonal Hip Girder 1 1 Vert(LL) -0.02 8 >999 360 MT20 197/144 (Roof Snow=3 0) Lumber DOL 1.15 8C 0.41 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:39 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-RSGxWS3AZKHvBeGsMufUjXDS6yzlkuQYa3Pxzyy9f4E -1-5-0 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale = 1:16.6 2x4 11 4 5 4x6 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 7 except (jt=1b) 2=164. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 72 Ib up at 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 24 Ib down at 5-7-7, and 24 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® wnnectors. 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MR -R-921 MR'\� December 13�. O -fl Ni� city Of MiT® Wheat Ridge 7777 Greenback Lane 4-1-0 4-4-1 Plate Offsets (X,Y)- [2:0-0-0.0-1-151,[2:0-1-14.0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.02 8 >999 360 MT20 197/144 (Roof Snow=3 0) Lumber DOL 1.15 8C 0.41 Vert(TL) -0.05 7-8 >999 240 1 BCDL 10.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012rrP12007 Matrix -P Wind(LL) 0.01 8 >999 240 Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer Installation Quicle. REACTIONS. (Ib/size) 7=444/Mechanical, 2=563/0-7-6 Max Horz 2=108(LC 7) Max Uplift 7=-82(LC 10), 2=-164(LC 6) Max Grav 7=497(LC 15), 2=587(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-887/119 BOT CHORD 2-8=-127/797, 7-8=-127/797 WEBS 3-7=-834/159 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 7 except (jt=1b) 2=164. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 72 Ib up at 5-7-7 on top chord, and 2 Ib down at 2-9-8, 2 Ib down at 2-9-8, and 24 Ib down at 5-7-7, and 24 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® wnnectors. 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MR -R-921 MR'\� December 13�. O -fl Ni� city Of MiT® Wheat Ridge 7777 Greenback Lane Job Truss Truss Type Qty Ply 7258 849219336 725B—GL St Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:39 2016 Page 2 I D: S4VXXKq_apam_nYJxUgEturtOri-RSGx WS3AZKHvBeGsMufUjXDS6yzlkuQYa3Pxzyy9f4E LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-34(F) 12=-24(F=-12, B=-12) 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 7777 Greenbakanp. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7256 2x4 I 6-0-0 849219337 7258 GL S2 Jack -Closed 4 1 LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 9 d 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:40 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-wegJko3oKdPmoor2vbAjGklYjMKJTPgipjBUVOy9f4D 6 -D -o 6-0-0 2x4 3 Scale = 1:16.9 3x4 = 2x4 I 6-0-0 6-0-0 Plate Offsets (X Y)-- 12:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 2-6 >484 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 «*" 240 Weight: 19 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 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 Installation nide. REACTIONS. (Ib/size) 6=292/Mechanical, 2=384/0-5-8 Max Horz 2=112(LC 7) Max Uplift 6=-59(LC 10), 2=-11O(LC 6) Max Grav 6=333(LC 15), 2=398(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-272/95 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. D O L/ F 7) Refer to girder(s) for truss to truss connections. P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) �� ••...•7' 2=110.��a • SOON •% QUO pie U G> PE -44018 December 13,2016 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 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 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 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 tog Citrus Heights, CA 95610 Job Truss Truss Type 6-0-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. ]Q�t7y�725BR4921933725B_GL in (loc) I/deft L/d PLATES GRIP TCLL (Roof Snow=30.0) 30.0 S3 Monopitch Girder -0.10 2-5 >671 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) al) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 4-10-8 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:40 2016 Page 1 ID:S4VXXKq_apam_nYJxUgElurt0ri-wegJko3oKdPmoor2vbAjGkIYNMF?TPI ipj8UVOy9f4D Scale= 1.15.6 5x6 = 2x4 3x4 = 46 = 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; 6-0-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL (Roof Snow=30.0) 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.10 2-5 >671 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.20 2-5 >338 240 8) Refer to girder(s) for truss to truss connections. BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.06 2-5 >999 240 Weight: 23 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 Uniform Loads (plf) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E December 13,2016 except end verlicals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 5=736/Mechanical, 2=815/0-5-8 Max Horz 2=87(LC 7) Max Uplift 5=-144(LC 6), 2=-208(LC 6) Max Grav 5=752(LC 24), 2=936(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=ib) ¢p p 0 LlC NS 5=144, 2=208..e•"��'••. 10) Graphical does depict the the the the top and/or bottom chord. - � • soo0 •eN purlin representation not size or orientation of pudin along 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 Ib down and 99 Ib up at ; O0 O ; 2-0-12, and 492 Ib down and 106 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the : Z 2 responsibility of others. U f) ; 12) 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) FS •••• Vert: 1-3=-80, 3-4=-80,2-5=-20 ON December 13,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11011.7473 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 wit, a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7256 849219338 72 BB_GL S3 Monopitch Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-398(F) 7=-492(F) 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:41 2016 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-OrOix84Q5xXdQxQETJhyoylj7mbECsHr2Nu21 gy9f4C ,&WARNING - Verffydesfgnparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. i'liy 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 r,. f� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' V 11:�e�t t lid g is akvays 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 L a Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog. Job Truss Truss Type Qty Ply 7258 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 2-8 >999 360 849219339 725B S4 Half Hip 1 1 TCDL 10.0 -GL WB 0.18 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:41 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-OrOix84Q5xXdQxQ ETJhyoylgNmjKCgJr2Nu21 gy9f4C -1-0.0 6-0-0 8-10-8 1-0-0 6-0-0 2-10-8 6x6 = Scale = 1:19.4 n o i Plate Offsets (X Y)- 12:0-8-4,0-2-01, [6:0-4-4,0-1-121, [6:0-1-12,0-0-01. [7:0-0-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.18 Vert(TL) -0.04 2-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 2-8 >999 240 Weight: 35 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 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. SLIDER Left 2x4 HF Stud 2-3-9 recommends that Stabilizers and required cross bracing [MiTek einstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 6=418/Mechanical, 2=530/0-5-8 Max Horz 2=82(LC 7) Max Uplift 6=-79(LC 6), 2=-136(LC 6) Max Grav 6=418(LC 1), 2=668(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1076/161 BOT CHORD 2-8=-166/911, 7-8=-167/878 WEBS 4-7=-796/158 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. 0 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 �0��•.•.•••• will fit between the bottom chord and any other members. VOA ; O SOON • .sFQ 8) Refer to girder(s) for truss to truss connections. • O O 9) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify U Cil capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) � PE -44018 ; 2=136. 11) Graphical does depict the or the orientation of the in along the top and/or bottom chord. puriin representation not size pur ONA���. December 13,2016 A WARNING- Verify deslgn 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 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 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 Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:42 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-s1 y49U52sFfU25_R10DBL9quA91ExIM_G1dbaGy9f4B -1-0-0 8-0-0 8-10-8 1.0-0 8-0-0 0-10-8 Scale = 1:22.3 10x10 MT20HS = 5x8 I 0�d 46 0 h 8-5-8 Truss TrussType Qty Ply 7258GL F2"_ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 SS Half Hip 1 1 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.13 6-9 >829 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:42 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-s1 y49U52sFfU25_R10DBL9quA91ExIM_G1dbaGy9f4B -1-0-0 8-0-0 8-10-8 1.0-0 8-0-0 0-10-8 Scale = 1:22.3 10x10 MT20HS = 5x8 I 0�d 46 0 h 8-5-8 8-10-8 8-5-8 0-5 1 Plate Offsets (X,Y)- 12:0-2-9.0-1-5L 13:0-5-4,Edge1, 14:Edge,0-3-81, 15:Edge,0-0-121, 15:0-1-12.0-0-01, 16:0-0-0,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.70 VerI(LL) -0.07 6-9 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.13 6-9 >829 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -AS Wind(LL) 0.04 6-9 >999 240 Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied. 3-6: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=432/Mechanical, 2=521/0-5-8 Max Horz 2=111(LC 7) Max Uplift 5=-86(LC 6), 2=-122(LC 6) Max Grav 5=512(LC 24), 2=684(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-723/110, 3-4=-414/57, 4-5=-128/325 BOT CHORD 2-6=-118/667, 5-6=-35/439 WEBS 3-6=-629/232 NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. All plates are MT20 plates unless otherwise indicated. NO 0 LIC,,- IEF7)6) 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . * sFO 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 ���••' S00N •• will fit between the bottom chord and any other members. 00 Q ; 9) Refer to girder(s) for truss to truss connections. • Z '/ 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify C) 0+ capacity of bearing surface. PE -44018 J 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=122. -O i • (V 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum O,� •\�� sheetrock be applied directly to the bottom chord. CCs •••• SOON 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. December 13;2016 -,t o A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. P'00 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 3l a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overallI'I%8 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. Forgeneral guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 7258 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. 849219341 7256_GL S6 Jack -Closed 2 1 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81(LC 5), 2=304(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:43 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-KD WSMg6gdYnLfFZdbkkQtNN9tZPngma8VhN96jy9f4A -1-0-03-11-11 1-0-0 3-11-11 3x4 = 2x4 II 9 Scale = 1:12.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.25 BC 0.12 B W 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-5 >999 360 Vert(TL) -0.02 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 5 - 240 PLATES GRIP MT20 185/144 Weight: 131b FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HFStud einstalled during truss erection, in accordance with Stabilizer [MiTek stallation uide. REACTIONS. (Ib/size) 3=131/Mechanical, 5=40/Mechanical, 2=297/0-5-8 Max Horz 2=70(LC 6) Max Uplift 3=-65(LC 10), 2=-92(LC 6) Max Grav 3=147(LC 15), 5=81(LC 5), 2=304(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 II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. D 0 CIr✓F)." S0ON r':'.PE-44018 SS�ONA^ December 13 16 { A WARNING - Verily 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 M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pNt fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane NN Nr%%7q Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 725B DOL=1.33 1-11-11 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11, [3:0-2-0,0-0-41 3) Unbalanced snow loads have been considered for this design. 849219342 7258 GL S7 Jack -Closed 2 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.030 s Sep 29 2016 MiTek Industries, Inc. Mon Dec 12 16:38:43 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-KD WSMg6gdYnUFZdbkkQtN N BbZQ6gma8VhN96jy9f4A -1-0-0 1-11-11 1-0-0 1-11-11 3x4 = Scale= 1:9.0 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 1-11-11 enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 1-11-11 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11, [3:0-2-0,0-0-41 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 non -concurrent with other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.03 Vet(TL) -0.00 2-4 >999 240 1 TCDL 10.0 Rep Stress Incr YES VOO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 .""240 Weight: 8 Ib FT = 20% BCDL 10.0 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�M 55 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8 En.f MiTek" 3, LUMBER- t 7777 Greenback Large ,. BRACING - Suite 109 Citrus Hei hts CA 958:0''t-�'" TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud [MiTek einstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS. (Ib/size) 2=202/0-5-8, 4=19/Mechanical, 3=54/Mechanical Max Horz 2=43(LC 6) Max Uplift 2=-74(LC 6), 3=-32(LC 10) Max Grav 2=203(LC 15), 4=38(LC 5), 3=56(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 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 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. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 0 L/�F�s �,�,Pp SOON -% FO O1.� VOO PE -44018 0,� F(9c, •• �tJ� December 13,216 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�M 55 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 8 En.f MiTek" 3, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS] Building Component t 7777 Greenback Large ,. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 958:0''t-�'" 00 p D 0 U cnn W L/) D r o v_ r Vi D D 00 il 0 z X X m " m O cr n3G7mp oz W m ° _�. W C7 o N c c (D 0o c o +, c as n.m o D a 3 D �0/� (D� O 7j O N 0 (a ' _ CL goC7n�= p _mac m w � c l n Z � o� j ('D T p (p -� mast a n� yp0 Z OJpO�IDti �3C, mcg 'n (D Na(D C(� �cN � °'� fl---o3N� D omc�d»n' N.6 �o'o v ��xm I (o o�� (D� m 'N D N+' �<(�(D� Z a�.1c °° m '�m me°n O v 3y yv 0 3 op CL 0 IND N d N Q n J (n (D d .. v O� a Q N ° 0 0 c o m m O C O .O -..O. 02 O (D � O c� O fD `G � -6 n N 3� O' -° ry� N m. N Co Can) C'J D. N O (� N -I Q `G DI O C P (D N 0 7 N (D O- (U d O Fn CD (D O (D n. � °: N' N �' p O n. Cr Z O- a y •((Dn =' 0 (DO- 0, (D. 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U1 ((D y N O m TOP CHORD TOP CHORD cr0 'u 0W moo 0om DS S -u d 0 NC Sc 50 0`0-0 0 maw m z 73 `m ,u(n wd 3aCD 3N3m m m m 0w< m4m ma OO N .O m,Q O 0 FN 0 �(O N NN ao -m -O , N N a 3 -'KX 7NNmQn 0 N > > a Ma mNN n O n a �mmmm 7 md-o � 3 a0 1, X m -: O'Z CDN mom c go Q 3 m m.°2f No3 au2 °m o2 o N� -� m > a o- '�m 0° Nm mI00 a T. a F -oxa mm3 m m dm�5 d mm3 �a.do (mm 4fDv,o , m FD 13' m . Zm nO C m0 '0 M . % ' I `cn N O °c NO J� -o�a Q a cn m o daw o 0 ((Dmjn C m y r� 3m m3 m 3 0 O o n ° 3 (D 3- ZOf-A'f-10.CDNAh•F + • •GCFNdod , . i`Nw3ooyGdDo ' � �O�_icX(DfpCC<_3x�cT`nNwm�nv O n •GCFNdod , . i`Nw3ooyGdDo ' � �O�_icX(DfpCC<_3x�cT`nNwm�nv Place ceiling return 10'0" away from the water heater. Bsmt RA,B",155 CFM,Grille:12x12 SR -340,6",74 CF\ g:10x4 ISR -320,6",74 CFM,Reg:10x4 SR -330,6",74 C\Reg:tOx4 Smith & Willis s ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATIO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOVI SUPPLIED BY A 2"D 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 Y4 BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5232 Quail St. Basement —XK— North City of Wheat Ridge ilding Diviso Page: 8.5x11" Scale: 1/8" = 1'0" Smith Millis i i i 11'0" of 14x1 " Smith & Willis s ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATIO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOVI SUPPLIED BY A 2"D 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 Y4 BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5232 Quail St. Basement —XK— North City of Wheat Ridge ilding Diviso Page: 8.5x11" Scale: 1/8" = 1'0" Smith Millis Main SR -240,5",30 CFM,Reg:10x4 Wall may need to be doubt joist is placed over wal SR -23 SR -250,7',90 CFM,Reg:10x4 \ SR -260,7',90 CFM,Reg:10x4 alts need double to make it to 2nd floor \ Island Low,7',80 CFM,Grille:12x6 I Island Low,7,80 CFM,Grille:12x6 I / SR -180,7',77 CFM,Reg:10x4 / SR -190,7',77 CFM,Reg:10x4 I SR -170,7',77 CFM,Req:10x4 SR -210,6",51 CFM,Reg:10x4 SR -2 0,6",51 CFM,Reg:10x4 City of Wheat Ridge Building Divisn,* Page: 8.5x11 " Main Floor Scale: 1/8" = 1'0" Remington Homes Smith Millis Quail Ridge =2111 5232 Quail St. SI SR -300,6",40 CFM,Reg:10x4 SR -100,4",12 CFM,Reg:10x4 SR -150,4",3 CFM,Reg:10x4 BR2 High,7",80 CFM,Grille:12x6 SR -270,7",69 7M,Reg:10x4 \ SR-280,7",697 Reg:lOx4 SR -110,6",48 CFM,Reg:10x4 / SR -140,6",46 CFM,Reg:10x4 / SR -120,6",48 CFM,Reg:10x4 SR -130,6",46 CFM,Reg:tOx4 2nd Floor Remington Homes Quail Ridge 5232 Quail St. City of Wheat Ridge Page: 8.5x11" Scale: 1/8" = 1'0" Smith Millis Manual S Remington Homes Quail Ridge 5232 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: inmg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity ft.lmin, 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 iswith respect to the entry pointofthe return runout upstream withthe 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 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 -160 Smallesttrunkdiameter: 12.9 ST -290 Smallest runout diameter: 4 SR -100 Supplyfan eAemal staticpressure. 0.800 Supply fan devicepressure losses. 0 270 Supplyfan static pressure available: 0.530 Runout maximum Cumulative static pressure low 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( 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 100 !TEL) System duct surface area (No Scenario): 820.4 Total system duct surface area: 820.4 City of Wheat Ridge ilding Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 040.10 040.12 060-12 060.18 080.18 8 r2 100- 6 10 -20 120-20 Input High Heat (BTUH) 40,000 40,000 1 50,000 60,000 80,000 80 000 100,000 100,000 120,000 OLttput lHigh Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 75,000 93,000 93,000 112,000 Certified Temperature 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) 3- 65 (19-36) 40-70 (22-39) 40-70 (22-39) - 4 75 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN I rrH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM J Ton Test Airflow Delivery @ Various External S 0.1 0.2 4.3 0.4 0.5 0.6 0.7 tatic,115 essures 0.8 0.9 1 04010 SIDE+3OTTdM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 980 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 1 3.0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2.5 370 980 9851 980 9551 9251 880 835 780 695 585 Yellow 1 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1.5 430 750 730 705 680 645 605 555 040-12 SIDEJBOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 1 705 655 Blue 2.0 435 980 955 935 905 870 830 780 725 675 625 Red 1.5 4371 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red 2.5 394 1030 1025 1034 1010 985 940 9051 855 805 735 08D-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1.45 1255 1185 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 11701 1095 1015 Orange 3.0 383 1 1205 1205 1 1185 1165 1 1150 1 1100 1055 1000 935 870 Blaze 2.5 384 1035 1020 1006 9851 9601 930 895 845 795 735 Red 2.0 360 850 825 805 785 760 725 695 655 600 545 BOTTOM. 4• s TWO -SIDES 4 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 Yellow 4A 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 IW 1280 1205 1120 1035 Blue 2.5 426 1120 1 1 10 11 CG 1 011 90 1065 103: X35 870 980" 805 . 690 Red 2.0 433 1940 920 910 890 865 830 790 745 1 625 100-16 SIDE/BOTTOM Black 4.0 373 1715 1660 1610 151- 1450 1420 134Ci 1=45 11 0 10,:-5 Yellowy 3.5 379 1535 14801 1435 1380 13251 1260 1 180 10"S 1010 910 Blue 3.0 367 1300 1255 1205 1160 1100 1035 970 905 610 730 Red 2.0 445 1110 1055 1005 955 896 835 770 690 610 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2134 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4.D 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 410 2385 2310 1 2230 1 2150 2050 1 1920 1780 1650 1540 1415 Yellow 5.0 389' 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 4.0 416 1875 18401 1 951 1735 16651 158+0 1495 1410 131 C' 12,-5 Red 3.5 414 1610 15861 15551 15151 14501 1395 1325 1250 1160 1080 NOTE 1. A fitter is required for each.. return -air inlet. Airflow performance includes a 3j4 -in.. (19 mm) washable filter media such as contained in a factory- author- ized accessory fitter rack.. See accessory Rot. To determine airflow Performance without this filter, assume an. additional 0.1 in. W.C. available external static pressure_ 2. ADJUST THE BLOWER SPEED TAPS.. AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH.. INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, two -aide return, or bottom and ride return. A minimum fitter ace of 20° x 25" (508 x 635 mm) is required.. 5. For upllow, applications, air enteringfrom one aide into both the side of the furnace and a return air base counts as a side and bottom return. 8. All airflows that are shown in BOLD exceed 0-56 waltz. per CRA at the given external static pressure. Evaporator Coil Static Pressure PERFORNIANCE DATIA (cont) COIL STATIC PRESSURE DROP (in iwc.) PURONOD AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 500 1 600 1 700 1 800 1900 1 1000 11160 1 1200 1 1300 11 J40=0 11500 1 1600 1 17DO I800 1 1900 12000 12100 1 2200 Dry 0.078 10.114 10.156 10.198 10.253 1 1 1 1 1 I 1814 Wet 0.096]0139 JOAM 10.213 10.277 1 1 1 1 1 T Dry 0-070 JOA03 10.143 10.182 10-M 10-2W 1 0-�0.354I I I I I I 2414 Wet 0,089 0,128 10.171 10.214 10.269 10-336 0.413 1 Dry 0.048 10.069 1 0M0 10.112 10.140 1 0.170 10203 1 1 F I I I I I I I 1 1 2417 Wet 0.064 1 0M1 10.122 10.150 10.188 10.224 10263 1 1 1 1 1 1 1 1 1 1 1 1 Dry 0M5 10.097 10.135 10.173 10.223 10278 1 OMS 10.405 10.478 F I I I I I 3014 Wei 0.0-7-8- 0.114 10.160 10.206 10.260 10.321 1 0.398 1 0�61 0.540� Dry 0.042 10.060 10.080 16.102 10-128 10-157 10.188 0222 10259 1 I 3017 Wet 0.055 10,076 10,104 10.127 10.158 10.190 10225 10.2615 0.309 1 1 Dry 3617 0.043 10.061 10.082 10-103 10.128 10,157 10.189 10,221 10,259 10,299 1 0.341 I I I I I I I I T3617 Wet -10.413 0.056 10.079 10.107 10.133 10.166 10.200 1 5��0276 0.315 0.361 Dry 0.035 10.048 10.062 10.076 10.09a 10111 10.132 10153 10.177 10,201 10.228 1 1 1 1 1 1 1 3621 Wet 0.049 10,066 10.085 10.100 10.122 1 0.144 10.171 10.192 10.217 1 0.245 10.276 1 1 1 1 1 1 1 Dr 0.030 1 10.054 10.0�66 10.GWG 10-099 10.119 10.137 10.158 1 01F0 0.205 0.231 10-259 A4221 0.043 10.059 10.078 10.101 10.126 10.153 10.181 10.207 10.234 1 0.2605 1-0�.-288 1 0.319 10-354 1 1 1 1 1 1 Dry 4821 1 10.047 10.060 10.075 10-092 10.110 10.130 0.152 10.176 10.204 10.230 10,256 1 0.284 10.319 1 MW Wet 10.053 10.067 10.085 10-104 10-125 1 0A47 10-172 10.200 10.229 10.259 10-292 1 0A27 10.365 1 1 1 1 Dry 1 10,015 10.046 10.057 10M9 1 OA 0.019 10.119 10.124 10.140 10.158 10.175 10.195 10.214 1 1 1 1 4824 Wet 1 10.032 10.050 10.066 10.081 10.097 10.114 10.131 10.150 10.169 10.190 10.211 1 0.233 10.257 1 1 1 1 Dry 6024 1 1 1 ID.D62 10-073 10.084 0.097 0.111 10.126 10.138 10.154 10-172 10.190 10.210 1 0.229 10.251 10.273 10.293 TEC24 Viet L I 1 1 10.082 1 0.096 10.112 1 0.129 1 0.145 10.163 10.171 10.191 10.212 10.235 10.258 10293 10.210 10,336 10.366 City of ViVieat Ridge ding Di\fison Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING A[ 75 f23.9) 85(29.4) 95 (35) CFM F=WB Capacity M91IL111 Total yens# Total System KWk* Capacity MEltuh Total Sonst Total System KW*v CA13NA036****C Capacity M8tLjh - Total I Sensl Outdoor Section Total System KVP * With CAP**4�, 67 19.4) 36.61 25.73 2.51 35-00 25.05 2.76 33-29 24.35 3.04 1050 63 0 72)tf 34.02 24.8.8 249 32.50 24.20 2.74 30.89 23.49 302 62(16.7) 33.42 30.44 2-49 31.97 29.75 2.74 3045 29.01 3.02 57 {13.9) 32.55 32-55 248 31.38 31.38 2.73 30-12 30-12 3.02 72 222) 40.90 21.97 2-60 39.11 21.31 2.85 37:20 20.61 313 67(19.4) 37.25 27-30 257 35.57 26.61 2.82 33-80 25.90 310 1200 63 (172)tt 34.63 26-36 2-55 33.04 25.66 2.80 31.38 24.94 3-08 62( 6-7) 34.19 32.60 2,55 32-73 31.85 2.80 3124 31.24 3.08 57(13.9) 33.87 33-87 255 32.61 32.61 2.80 31-297 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 27.39 316 1350 63 (172)tt 35.09 2777 2.61 33.47 27.07 2.86 3176 26.34 3.14 62 (16.7) 34.90 34-90 2-61 33.63 33.63 2.86 3222 1 32.22 3.15 57 (13.9) 34.96 34.96 2-61 3364 33.64 2.86 3223 1 32.23 3.15 Usable Capacity CA13NA036 (3 Ton) = 29,490 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 24,725 BTUs 24,725 /29,490 = .84 or 16% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24293 BTUs City 01 Wheat Ridge UI Cjinq D11,05"n : AHRI Used Item Model Type Model ?,lumber (Combined) Outdoor Model Number Indoor Model 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 Coil Warranty Parts Warranty Labor Warranty Microprocessor Warranty Value Standard Air Conditioner CA13NA036--C CrIPV'4221AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 5 years 5 years 5 years 5 years 34001) 13 0 0 11 G 0 �6395&82 34000 0 City of Wheat Ridge uilding Diviso \A) Q} _r N 00 f a> C) 43 Q) E D Z as - 0) m Q> m Of ry tU o `o N V @ >I LL L T m T 0 13.y). Q O WC) � ..`�i 0� N N O O Ell N ra �' C LJ W � W N LL W (c py v Ln � � �n E coco 0 �c o u E 6)- i Q > 'U Jo CO O0 CO 0 y.A as c +�-' NO v'O >,o4j °' W r m U c ¢� U a� @ T _ O C 4-1 Qj . C C7 cn O Ea) m n 00 >'':05 L s, O a) i y. E 0 > > +� (D � 4) cv _ b Amo co pmo . U) CO ,�. 2 u Z UJ Q Z CO CU a w o LO o ai in N Qi a- 7m�cmO V W W � W � w WCL L4 c- 1-- M (D (n in 00 7E C d Is I 11 1T va .. E �o w `o N V @ >I LL L T m T 0 13.y). Q O WC) � ..`�i 0� N N O O Ell N ra �' C LJ W � W N LL W (c 0 N � � �n E coco 0 �c a) o_ U.2 Y L CCl v d a) O O CY) ay a) p >- =U=:1U)(3 F - d Is I 11 1T va .. E �o w `o V @ LL T Ell N C LJ W � W N LL W (c C O -a N m U Z q a� @ T _ O C G o CO LO M O f5 Q L7 = Cj Ln N O O _ U- U m o Q) Q N LO @ a fQ Ln M M O LL Q> M M Q' 2 � ai io 'ui of ui ai u; o, ai in E � o ua U) z c O U o a a� 10 tL 4 p= U_@ a O @ LL @ @ J Q o Z G E Q x U d o d Is I 11 1T va .. E �o w ENERGY STAR V3 Home Report Property Remington Homes 5232 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 725 FB - Wheat Ridge - Remington Organization EnergyLogic Peter Oberhammer Builder Remington Homes 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. J Mechanical ventilation system is installed in the home. J ENERGY STAR Checklists fully verified and complete. nergyLogic anolyali. intlghl ansY •es. HERS Index Target Reference Home HERS 77 SAF (Size Adjustment Factor) 0.90 SAF Adjusted HERS Target 70 As Designed Home HERS 61 As Designed Home HERS w/o PV 61 Normalized, Modified End -Use toads (MBtu / year) ENERGY STAR As Designed Heating 40.3 32.4 Cooling 7.8 6.1 Water Heating 10.9 8.4 Lights and Appliances Total 31.5 24.9 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 $tyr Type of Emissions Reduction Heating 116 Carbon Dioxide (CO2) - tons/yr 3.0 Cooling 20 Water Heating 31 Lights & Applicances 227 Generation Savings 0 Tota 1 394 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 a existence,,,, of mechanical systems may have been changed prior to calculating loads City of Wheat Ridge IECC 2012 Performance Compliance Property Remington Homes 5232 Quail St Wheat Ridge, CO 80033 725 FB - Wheat Ridge - Remington 725 FB - Wheat Ridge - Remington Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total nergyLogic onolYsls. lnslghi. anay.�t Inspection Status Results are projected Annual Energy Cost 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing passes by 5.7% IECC 2012 Performance $696 $134 $153 $983 $796 $0 $1,779 402.5 Area -weighted average fenestration SHGC C) 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency LI -Factor Mandatory Checklist As Designed Design exceeds requirements for IECC 2012 Performance compliance by 5.7%. Name Organization Peter Oberharnmer EnergyLogic $641 $132 $153 $927 $783 $0 $1,710 Signature: iiia gz.'/_� Date: Jun 08, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1705 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rating Tool. City of Wheat Ridge uilding Divisc Property Organization Remington Homes EnergyLogic 5232 Quail St Peter Oberhammer Wheat Ridge . CO 80033 Inspection Status Conditioned Volume [cu. ft] Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 F13 - Wheat Ridge - Remington Single family detached eneral Building lnioiWklo-'"nm 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 I Residence Type Single family detached Model 725 FB - Wheat Ridge Community Wheat Ridge nergyLogic %7 Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location interior Shell Location BsmVGarage Un R-19 Draped Full 1 7 37-2 Exposed Exterior Conditioned Space Bsnit/Ground Unfinis R-19 Draped Full 1 7 1248 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Top Bottom . .... . ... . ..... .. . .............. . . R-19 Draped Full N/A NIA Slab -Name Library Type Perimeter Floor Grade Bsmt Uninsulated Is Fully Insulated R Yes 19 162 Below Grade 123 0 1,095.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Slab Completer Underslab Insulation Perimeter Insulation Perimeter Insulation R R Type Insulated. Width [ft] Depth [ft] Value U r ninsulated Wood Frame I Other No 0 0 0 0 I City of Wheat Ridge Building Divison Property Organization Remington Homes EnergyLogic 5232 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 ,named Floor Name Library Type Carpet R Floor Grade Surface Area Cantilever 12" R50 16"OC BF G1 1 23 Above Grade Exterior cant Garage 12" R50 16"0C BF G-1 1 23 Above Grade Exterior cant timed. Floor Library hist Name R 12" R50 16"OC BF G1 46.08006 Exterior cant r Rim Joist Name Ambient Garage Rim Joist Library List Name 8190 QnergyLogic onn1�0.. 1as19W Location Interior Shell Location 12.0 sq. ft. Exposed Exterior 429.7 sq_ ft_ Unconditioned, attached garage Conditioned Space Conditioned Space Library Type Surface Area Location 1 Interior Shell Location R 19.0 223.5 sq. ft. Exposed Exterior Conditioned Space R190 37.2 sq. !L Unconditioned, attached garage Conditioned Space Name -Library type Common Wall Area Back 2x6 2x6 R23 16" OC 0 Blown Fiberglass Front 2x6 2x6 R23 16" OC Blown Fiberglass Garage 2x6 2x6 R23 16" OC Blown Fiberglass Left 2x6 2x6 R23 16" OC Blown Fiberglass R 19 Emittance Solar Surface Color Surface Area Location Interior Shell Absorptance Location 0.9 075 Medium, 761.5 sq, ft. Exposed Exterior Conditioned Space 0 0.9 0.75 0 0.9 0.75 0 0.9 0.75 Medium 529.0 sq. ft. Exposed Exterior Conditioned Space Medium 334.5 sq ft. Unconditioned, Conditioned attached garage Space Medium Right 2x6 2x6 R23 16" OC 0 0.9 075 Medium Blown Fiberglass 623.5 sq. ft. Exposed Exterior Conditioned --space 521.5 sq. ft- Exposed Exterior CAM30,to dam° pit Wheat Ride Buiiding Divison Building Summary .301.30 Back 2x6 QnergyLogic Property Organization T'.1' 1-1 ht. Remington Homes EnergyLogic 5232 Quail St Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Exposed Condition Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington __WdC1T1_6_riry Name R 2x6 R23 16" OC Blown _ 18 49835 Fiberglass .301.30 Glazing Name Ll brary Wail BasemenlOverhancOverhancOverhanc 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 Condition ft. Exterior Space Back bsmt .301.30 Bsmucrou 0 0 0 0.85 0.7 1 1 East 40-0 sq. Exposed Conddione Unrinis ft. Exterior Space Front 2x6 .301.30 Front 2x6 0 0 0 0.85 0.7 1 1 West 123.8 sq. Exposed Condition 11 Exterior Space Left 2x6 .30 1.30 Left 2x6 0 0 0 0.85 0-7 1 1 North 42.5 sq- Exposed Conadlone ft. Exterior Space Left bsmt .301.30 BsmttGrou 0 0 0 0.85 0.7 1 1 North 40.0 sq- Exposed Conddione Unftnis 11 Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0-85 0.7 1 1 South 53.5 sq- Exposed Condtione It Exterior Space Glazing Library List Name Shgc R 30 30 _ 0 3 333 Skylight None Present Skylight Library List None Present City of /heat Ridge Building Divison, Building Su�mmary (DnergyLogic Property Organization onal/tls, Ins Fphi. onsret t. Remington Homes EnergyLogic 5232 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Absorptance 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 Color Surface Area Location Interior Shell Assignment Assignment Absorptance Location Front 2x6 R 6.6 no storm Front 2x6 0.9 10.75 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 Roof Insulation Name Library Type Roof -Deck Clay or Emittance Solar Surface Color Surface Area Location Interior Shell Area [sq. ft.] Concrete Roof Absorptance Location Tiles flat R-50 BF 24"oc 1,537 No 0.9 0.9 Dark 1,537.0 sq. ft. Attic Conditioned Space Roof Insulation L ibr i': f Name Has Radiant Barrier R R-50 BF 24"oc No 5068123 Conditioning Name Air conditioner (3) Fuel -fired air distribution (1) Water Healing (2) Library Type Heating Percent Load 13SEER/42BTU 3.5 ton 92.1 AFUE / 100K 62 EF 176 RE 150g 0% 100% 0% Cooling Percent Load 100% 0% 0% Hot Water Percent Load 0% 0% 100% City off Wheat Ridge Building Diuison Building Summary Property Organization Remington Homes EnergyLogic 5232 Quail St Peter 01)ertiammer Inspection Status Wheat Ridge , CO 80033 Motor Type Single Speed (PSC) Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Use default EAE Equipment Type: 13SE8RI42BTU 3.5 ton Fuel Type ' Natural Gas Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/h] 42 . ......... quipment Type: 62 EF 76 RE / 50g Fuel Type ' Natural Gas Distribution Type rHot Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor T Tank Capacity (gal-) 'r 50 0 Water Capacity [kBtu/h] 40 Recovery Efficiency 0,76 Equipment Type: 92.1 AFUE I 100K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92-1 AFUE Heating Capacity [kBtu/h] 92 Use default EAE Yes EAE [kWh] 878 Whole House Infiltration Infiltration 3 ACH at 50 Pa Measurement Type Shelter Class Blower -door tested 4 (Dnergylitogic Lighting AW, ii, Interior " iriorifficient % Exterior Efficient Lighting Lighting 100 0 % Garage Efficient Lighting Property Remington Homes 5232 Quail St Wheat Ridge. CO 80033 725 1`8 - Wheat Ridge - Remington 725 Fig - Wheat Ridge - Remington Onsite Generation Organization EnergyLogic Peter Ohe€hammer Builder Remington Homes None Present Onsite Generation Library List ` 4' None Present Solar Generation None Present Solar Generation Library List w None Present inspection status Results are projected nergyLogic ano4Y •1�. in rlgpt. anar�rr. city of wiieat Ridge wilding pivisot s • • Property organization Remington Homes EnergyLogic 5232 Quail St Peter Oberhammer Wheat Ridge, CO 80033 3320 # Return Grilles Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 0 Distribution System> s' 1 Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq- Feet Served 3320 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. ft] 896.4 Return Duct Area [sq_ ft_] 664 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFM @ 25Pa] 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 2 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Ceiling Fan Has Ceiling Fan No Cfm Per Watt 100 Inspection Status Results are projected nergyLogic anolYnBs. Indy hl, ant♦nit Water Distribution Water Fixture Type Low -flow _ Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? 75 No Hot Water Recirculation System? No City of Drain Water Heat Recovery? No wheat Fridge Divisor" Property Organization Remington Hames EnergyLogic 5232 Quail StPeter Ot>erhammer Wheat Ridge , CO 80033 Inspection Status Annual Gas Cost Builder Results are projected 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington 3.2 Clothes Dryer Fuel Type Electric Cet 2.61739 Field Utilization Timer Controls Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Standard 0.67 Electric No No 500 kWh/Year (DnergyLogic City of Wheat Ridge ing Clothes Washer Label Energy Rating 487 kWh/Year Electric Rate $0.08/kWh Annual Gas Cost $23.00 Gas Rate $0-69/Therm Capacity 3.2 Imef 0.80737 Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption Standard 0.67 Electric No No 500 kWh/Year (DnergyLogic City of Wheat Ridge ing STRUCTURAL ENGINEERS nc. BY `JM DATE 12 1'j SUBJECTSHEET NO. OF CHECKED DATE Lia -7 2C;- JOB NO. (7 09 7 l I� : r I f � ; , r I 7 i I i -i— t-- - -- .... I i I ! , r r 1f 1 - I . � .— t 1 s — - --! — f .f I , q I + ; •,� I � Cil �d� �� _ i I �, i j i -- -- TIT MT o e C m i_an e ��• ! i i I- { pe—d OPPr vol o/IYMns SP (cijKat�ns I — ,eo rI ' I r a d mputsj'irons s ol(not ¢e o Per rit for, lur an o Provo—"—t'--'�--- ' -- — �� III Perm .. _.. _._.._ .. 't .-_.._... ... {.._._ -- __-- _ r5(thep•ms�on oJthe.uildinq ode ortolany iryordlnorxe ;. I' s ui — --. s�minp t 4!ve c thorny — — k shall r lid � I r y E ; j 1- -_ I - - - - -- -►- - -- ---- - L I : r r ! ` r STRUCTURAL ENGINEERS BY im CHECKED DATE SUBJECTSHEET NO. OF- DATE 1t-A-f,� %27 Nt!>" JOB NO. I� I , f i , i L i � ► ' 19 ,itil � ., , i � I I, i 4.1 iY jf 1 i - 1 -- ! _____ i + - -- -- - ` ? I i i 4- -T7- -- -- -------------------- --- _ , I - - -- -- - - ---- -- -- --- - - - r-------- f I I I I i -t- ___......_ -.--_ __ .___.. ._ _gam•i.Whea I I I Won - -- � ( ; ' . , + , I August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 3, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 W1 N t O t P O K A T E D HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 15 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 30 feet. Groundwater was encountered at a depth of 17.7 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragra70C71ty0f Wheat Ridge Diviso 1971 West 121' Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.5 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 0.6 inch at the 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 sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 3, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary isltaken. CTL THOMPSON, City of Wheat Ridge REMINGTON HOMES BUlld{ng Dlviso' QUAIL RIDGE ESTATES J LOT 3, 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 e Representative Percent Swell" 1000 psf Surchar e Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 'Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. City of ""Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Coloid% ftNt-Ridge tion of Geotechnical Engineers, December 1996. REMINGTON HOMES QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc WHO 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 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 EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, 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. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S.\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City Of Wheat Ridge 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 Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.. Smith & Willls HVAC LLC Remington Homes- Quail Ridge - 5232 Quail St. Plan 725 Littleton, C080125 Page 1 Protect Resort ,General Project Information Project Title: Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Designed By: McKennon Piil Project Date: Thursday, April 27, 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 Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO 80022 Company Phone: 303-688-4487 Company E-Mail Address: mpiil@smithandwillis.com gesign 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 But Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -44 Ow.bures Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (W) of Cond. Space: 29,601 Building Loads Total Heating Required Including Ventilation Air: 41,565 Bluh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 Total Latent Gain: -1,985 Bluh 0 Total Cooling Required Including Ventilation Air: 24,725 Bluh 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. GBuildij M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Y of t Ridge j Divison Rhvac • Resldennal & Lighl Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC'iLC Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Littleton AO 60125 Page 2 Miscellaneous Report System 1 System 1 Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dr Bulb Wet Bulb Rel.Hum Rel.Hum D Bulb Difference. Winter: 1 0.21 80% 30% 70 33.92 Summer: 94 59 12% 50% 75 -43.87 6cit Sizinq 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. . • ata Winter Summer Infiltration Specified: 0.307 AC/hr 0.250 AC/hr 108 CFM 88 CFM Infiltration Actual: 0.370 AC/hr 0.324 AC/hr Above Grade Volume: X 21.016 Cu.ft. X 21.016 Cu.ft. 7,766 Cu.ft./hr 6,802 Cu.h./hr X 0.0167 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) VVII M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM City Qf `�� 1 eat R- �d e Divison,. Rhvac- Residential& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Uttieton, CO 60125 Page 3 Load Preview Report Net fl.� Sen Lal Nell Sen Sys Ht9) C Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM, CFM, CFM S¢e Binding 2.06 1,706 3,232 24,725 -1,985 24,725 41,565 791 1230 1,230 System 1 2.06 1,706 3232 24,725 .1,985 24,725 41,565 791 1,230 1230 21x20 Humidification 2,042 Zone 1 3232 24,725 -1,985 24,725 39,523 791 1930. 1,230 16x10 1-Basemert 912 1,905 .154 1,905 7,128 143 95 143 6,6,6 2-Pwdr 38 601 -109 601 1,054 21 30 30 5 31-aundry 82 999 -165 999 1,674 34 50 50 6 4-Dining/Kitchen 360 3,632 -397 3,632 4,128 83 181 181 7,7 5 -Study 142 2,067 .259 2,067 2,941 59 100 103 6,6 &Greal Room 466 6,171 -557 6,171 8,937 179 307 307 7,7,7,7 7-W/C 23 359 -41 359 484 10 18 18 4 8-Mstr W IC 82 180 .49 180 615 12. 9 12 4 9. Mstr Bath 92 813 -114 813 1,412 28 40 40 6 10 -Upper Bath 68 66 0 66 93 2 3 3 4 11 -Master Suite 256 2,762 52 2,814 2,457 49 137 137 7,7 12-Bedroom2 174 1,868 44 1,912 2,368 47 93 93 6,6 13-Bedroom3 174 1,922 13 1,935 2,612 52 96 96 6,6 14 -Upper Hall 181 1,315 -205 1,315 2,428 49 65 65 7 15 -Crawl Space 182 65 44 65 1,192 24 3 24 Not MOD: 1 -0 Sum of mom airflows may be greater than system airflow because system room aidlow option uses thegreaterof heating or cooling. W RIM, M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Smlth & Willis HVAC LLC Remington Homes -Quail Ridge - 5232 Quail St. Plan 725 `Littleton CQ 80125 Paae 4 Manual D Duetsize Data - Duct System 1 - Supply ---Duct Name, eta 0.000 0.002 Trunk 0.0003 ype Roughness Diameter Velocity SPL. Duc Jpstream Temperature Width Loss/100 SPL Fi ihape Length Height Fit. Eq.Len SPL.To iizing CFM Area SP.AVaII. SPLCumu -Duct Name: ST -290, Effective Length: 3.2 0.000 0.002 Trunk 0.0003 12.9 Up: ST -270 55 14 Rect 3.2 10 Presize 57 12.7 -Duct Name: ST -280, Effective Length: 5.2 ---Duct Name: ST -250, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -290 55 14 Rect 5.2 10 Presize 48 20.7 ---Duct Name: ST -270, Effective Length: 5.7 0.000 Presize 111 Trunk 0.0003 12.9 Up: ST -260 55 14 Rect 5.7 10 Presize 105 22.7 -Duct Name: ST -260, Effective Length: 1.2 0.022 0.005 Trunk 0.0003 12.9 Up: ST -240 55 14 Rect 1.2 10 Presize 151 4.7 --Duct Name: ST -240, Effective Length: 6.2 7 288 59 0.000 0.001 0.000 0.0 0.000 0.455 0.345 49 0.000 0.001 0.000 0.0 0.000 0.455 0.345 108 0.000 0.002 0.000 0.0 0.000 0.455 0.345 155 0.000 0.004 0.000 0.0 0.000 0.455 0.345 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 Reci 1.7 10 0.0 0.000 Presize 111 6.7 0.455 0.345 -Duct Name: SR -170, Supplies: Great Room, Fitting: 2-I, Effective Length: 49.1 Runout 0.0003 7 288 0.005 Up: ST -340 55 5.4 0.022 0.005 Rnd 24.7 7.7 24.5 0.011 Presize 77 45.2 0.444 0.356 -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 Rnd 15.7 7.7 24.5 0.009 Presize 77 28.7 0.446 0.354 ---Duct Name: SR -190, Supplies: Great Room, Fitting: 2-1, Effective Length: 51.8 Runout 0.0003 7 288 0.004 Up: ST -310 55 5.4 0.022 0.007 Rnd 19.8 7.7 32.0 0.011 Presize 77 36.3 0.444 0.356 -Duct Name: SR -200, Supplies: Great Room, Fitting: 2-I, Effective Length: 39.7 Runout 0.0003 7 288 0.003 Up: ST -190 55 5.4 0.022 0.006 Rnd 11.5 7.7 28.2 0.009 Presize 77 21.1 0.447 0.353 --Duct Name: SR -210, Supplies: Study, Effective Length: 28.7 Runout 0.0003 6 260 0.006 Up: ST -340 55 4.7 0.022 0.000 Rnd 28.7 6.6 0.0 0.006 Presize 51 45 0.449 0.351 -Duct 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 Rnd 20.7 6.6 0.0 0.005 Presize 51 32.5 0.451 0.350 -Duct Name: SR -230, Supplies: Laundry, Effective Length: 0.7 Runout 0.0003 6 255 0.000 Up: ST -170 55 4.7 0.021 0.000 Rnd 0.7 6.6 0.0 0.000 Presize 50 1 0.455 0.345 -Duct Name: SR -240, Supplies: Pwdr, Fitting: 2-1, Effective Length: 21.5 Runout 0.0003 5 220 0.001 Up: ST -390 55 3.9 0.021 0.003 Rnd 6.5 5.5 15.0 0.004 Presize 30 8.5 0.451 0.34 -Duct Name: SR -250, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 41.7 Runout 0.0003 7 337 0 05 Up: ST -370 55 5.4 0.029 0. 07N Rnd 16.3 7.7 25.4 0. 12 Presize 90 29.9 0.443 0. 7 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM City Ot Ridge Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge -5232 Quail St. Plan 725 Littleton CO 80125 N Page 5 Manual D Ductsize Data - Duct System i - Supply (cont'd) --.Duct Name, etc. Type Roughness Diameter Velocity SPL.Ducl Upstream Temperature Width Loss/100 SPL FII Shape Length Height Fit. Eq.Len SPL.Tol Sizing CFM Area SPAv_ail_ SPL.Cum_ul -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: ST -390, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 72 0.000 Up: ST -220 55 14 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 70 4 0.455 0.345 --Duct 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 Rect 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 Fact 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 0.0 Up: ST -380 55 25 0.008 0.0 0`1 Rect 2.0 10 0.0 0.000 Presize 484 11.7 0.455 0.345 t R.169e �.Onj M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, . , AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLCRemington Homes - Quail Ridge - 5232 Quail St Plan 725 Littleton CO 60125 Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ...Duct Name, etc. 0.000 Trunk 0.0003 Trunk 0.0003 16.9 Type Roughness Diameter Velocity SPL.Duci Jpstream Temperature Width Loss/100 SPL. Flt Shape Length Height Fit.Eq.Len SPL.Tot iizinq CFM Area SP.Avail SPL.Cumul --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: STA 50, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 16.9 Up: ST -360 55 25 Rect 0.8 10 Presize 212 4.9 --Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-02, Effective Length: 135.1 0.344 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 0.000 Trunk 0.0003 16.9 Up: SMT -100 55 25 Rect 4.0 10 Presize 445 23.3 -Duct Name: ST -120, Feeds Into: Basement, Effective Length: 0.8 0.000 Trunk 0.0003 16.9 Up: SMT -100 55 25 Rect 0.8 10 Presize 553 4.9 --Duct Name: ST -230, Effective Length: 5.8 0.018 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-I, Effective Length: 36.8 alt:i£4'r 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 0.345 464 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 Runout 0.0003 6 377 0.007 Up: ST -330 55 4.7 0.043 0.009 Rnd 15.3 6.6 21.4 0.016 Presize 74 24.1 0.440 0.360 -Duct Name: SR -330, Supplies: Basement, Effective Length: 11.5 0.0003 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 0.0003 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 Up: ST -290 128 Rnd 1.0 Presize 12 --Duct Name: SR -110, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 32.9 Runout 0.0003 Up: ST -280 55 Rnd 13.5 Presize 48 -Duct Name: SR -120, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout 0.0003 Up: ST -270 55 Rnd 13.5 Presize 48 -Duct Name: SR -130, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 33.7 Runout 0.0003 Up: ST -250 55 Rnd 14.5 Presize 46 377 0.043 0.0 0.450 377 0.043 21.4 0.439 0.005 0.000 0.005 0.350 0.007 0.009 0.016 0.361 4 138 0.000 3.1 0.011 0.001 4.4 12.6 0.002 1 0.453 0.347 6 245 0.003 4.7 0.020 0.004 6.6 19.4 0.007 21.2 0.448 0.352 6 245 0.003 4.7 0.020 0.005 6.6 25.3 0.008 21.2 0.447 0.3 :11`l ` 6 234 0.003 4.7 0.018 0.004 6.6 19.2 0.0 22.8 0.449 0�3�81r " alt:i£4'r M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvad- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Will is HVAC LLC'";, Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Littleton CO 80125 Page 7 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit; Shape Length Height Fit. Eq.Len SPL.Tot' Sizinq CFM Area Y: 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: 2-1, 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: 2-1, Effective Length: 40.5 Runout 0.0003 7 258 0.003 Up: ST -120 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: WIC, Fitting: 2-1, Effective Length: 21.6 Runout 0.0003 4 206 0.003 Up: ST -220 55 3.1 0.025 0.003 Rnd 10.5 4.4 11.1 0.005 Presize 18 11 0.450 0.350 --Duct Name: SR -300, Supplies: Mstr Bath, Effective Length: 5.7 Runout 0.0003 6 204 0.001 Up: ST -160 55 4.7 0.014 0.000 Rnd 5.7 6.6 0.0 0.001 Presize 40 8.9 0.454 0.346 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 less 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. 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 ( ft.): 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 Gr1j Wheat r F-utidincl M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 9444_U, ,,o� Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5232 Quail St. Plan 725' i Manual D Ductsize Data - Duct System i - Return Trunk 0.0003 ---Duct Name, etc. 18.6 447 0.000 Type Roughness Diameter Velocity SPL.Duct: Upstream Temperature Width Loss/100 SPL.Fif"' Shape Length Height Fit. Eq.Le n SPL.Tot Sizing CFM Area SP.Avail SPL.CumW --Duct Name: Island Low, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 18.8 118.5 Presize 1,356 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 0.004 -Duct Name: Island Low, Returns From: Great Room, Fitting: 6-L, Effective Length: 18.8 --Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.0 Runout 0.0003 7 299 0.001 Up: RT -270 75 5.4 0.023 0.003 Rnd 5.8 7.7 12.9 0.004 Presize 80 10.7 -0.014 0.004 -Duct Name: Main High, Returns From: Dining/Kitchen, Fitting: 6-L, Effective Length: 28.7 Runout 0.0003 12.9 552 0.000 Up: RT -170 75 14 0.036 0.010 Rect 0.8 10 27.9 0.010 Presize 537 3.3 0.000 0.010 ---Duct Name: Main High, Returns From: Great Room, Fitting: 6-L, Effective Length: 16.8 Runout 0.0003 7 299 0.001 Up: RT -220 75 5.4 0.023 0.003 Rnd 3.8 7.7 12.9 0.004 Presize 80 7 -0.014 0.004 -Duct Name: RT -270, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 107 0.000 Up: RT -220 75 14 0.002 0.000 Rect 1.2 10 0.0 0.000 Presize 104 4.7 -0.018 0.007 -Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 15.2 387 0.000 Up: RT -250 75 20 0.016 0.000 Fact 1.0 10 0.0 0.000 Presize 537 5 -0.015 0.053 -Duct Name: RT -210, Feeds From: Basement, Effective Length: 4.2 Trunk 0.0003 18.6 335 0.000 Up: RT -240 75 25 0.010 0.000 Rect 4.2 12 0.0 0.000 Presize 697 25.7 -0.017 0.055 -Duct Name: RT -250, Feeds From: Basement, Effective Length: 6.2 Trunk 0.0003 15.2 444 0.001 Up: RT -210 75 20 0.020 0.000 Rect 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 Trunk 0.0003 18.6 335 0.001 Up: RT -260 75 25 0.010 0.000 Rect 5.3 12 0.0 0.001 Presize 697 32.9 -0.017 0.055 -Duct Name: RT -260, Feeds From: Basement, Effective Length: 0.3 Trunk 0.0003 18.6 373 0.000 Up: RT -230 75 25 0.012 0.000 Rect 0.3 12 0.0 0.000 Presize 777 2.1 -0.018 0.056 ---Duct Name: RT -230, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 Trunk 0.0003 18.6 447 0.000 Up: RT -110 75 25 0.016 0.000 Rect 0.8 12 0.0 0.000 Presize 932 5.1 -0.018 0.056 -Duct Name: RT -220, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 127 Up: RT -120 75 25 0.002 Rect 1.0 12 0.0 Presize 264 6.2 -0.018 -Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-11, 5-M, Effective Length: 119.1 Trunk 0.0003 18.6 651 Up: Fan 75 25 0.032 Rect 0.5 12 118.5 Presize 1,356 3.3 -0.018 -Duct Name: RT -110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 18.6 486 Up: RMT -100 75 25 0.019 Rect 0.8 12 0.0 Presize 1,012 5.1 -0.018 --Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 18.6 165 Up: RMT -100 75 25 0.003 Rect 1.0 12 0.0 Presize 344 6.2 -0.018 0.000 0.000 0.000 0.007 0.000 0.038 0.038 0.056 0.000 0.000 - -- 0.000 .0.056 •Ity 0.000 0.000 0.000 0.007 S�lilsii 0 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM of .idle ,EJt50R Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC N Remington Homes - Quail Ridge - 5232 Quail SL Plan 725 Littleton CO 80125 Page 9 Manual D Ductsize Data - Duct System t - Return cont'd --- Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct. Upstream Temperature Width Loss/100 SPL. Fit'' Shape Length Height Fit. Eq.Le n 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 Fact 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: Ssmt 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: 6-L, 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. ri7 ; 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 System duct surface area (No Scenario): 293 Total system duct surface area: 293 F1%te" . ` Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington He ... age Left.rhv Monday, May 01, 2017, 8:14 AM City of Ridge Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Littleton CO 80125 Pae 10' Total Building Summary Loads Component Area Sen Let Sen Total!,. Descri tlon Quan Loss Gain Gain Gain' Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door-Wood - Solid Core 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped-8: Wall-Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped-4: Wall-Basement, Custom, R11 Draped 216.3 815 0 35 35 168-50: 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: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: 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: 41,565 -1,985 24,725 22,740 Check FI ures Total Building Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (ft3) of Cond. Space: 29,601 BUllding loads Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 Total Latent Gain: -1,985 Btuh 0 Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes , 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. C1 vvrt�r BUIld1 ' M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Littleton CO 80125 Pae 11 System 1 System 1 Summary Loads Component Area Sen Lat Sen Total'' Desai tion Quan Loss Gain Gain Gain Remington Window: Glazing- 514.8 10,658 0 15,317 15,317 11 D: Door -Wood - Solid Core 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 784.5 2,857 0 61 61 R11 Draped -8: Wall -Basement, Custom, R11 Draped 366.7 1,323 0 21 21 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2464.3 10,543 0 2,184 2,184 R11 Draped -4: Wall -Basement, Custom, R11 Draped 216.3 815 0 35 35 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1537.4 2,121 0 1,506 1,506 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 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, R730 blanket insulation, carpet covering_ Subtotals for structure: 31,435 0 19,455 19,455 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: 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: 41,565 -1,985 24,725 22,740 eck Figures Supply CFM: 1,230 CFM Per Square ft.: 0.381 Square ft. of Room Area: 3,232 Square ft. Per Ton: 1,706 Volume (W) of Cond. Space: 29,601 tem.Loads Total Heating Required Including Ventilation Air: 41,565 Btuh 41.565 MBH Total Sensible Gain: 24,725 Btuh 100 Total Latent Gain: -1,985 Btuh 0 Total Cooling Required Including Ventilation Air: 24,725 Btuh 2.06 Tons (Based On Sensible + Latent) Notes' AN 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. e� Whe l BuildI M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac- Residanlial & Light Commercial HVAC'. LoadsElite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes -Quail Ridge - 5232 Quail St. Plan 725'.. Littleton CO SD125 Pae 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 CN PV'4221 AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE Vq MA ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM t Ridge Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5232 Quail St. Plan 725 Littleton CO.. 60125 Page 13 Detailed Room Loads - Room i - Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. 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 ItemArea U- Htg Sen Clg Lat Sen € Description Quantity Value HTM Loss HTM Gain Gainr. E -Wall-R11 Draped -9 15 X 10.1 151.2 0.051 3.6 550 0.1 0 12 S -Wall-Rt t 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 -Wali-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-RI 1 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 -W all -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 -321X912.1 912.1 ... 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 city ; Wheat r, Riri!dislc �1i M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development,.Inc. Smith &Willis HVAC LLC Remington Homes -Quail Ridge - 5232 Quail St. Plan 725 Littleton,CO 80125 M Pae 14. Detailed Room Loads - Room 2 - Pwdr (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.2 ft. System Number: 1 Room Width: 6.2 ft. Zone Number: 1 Area: 38.0 sq.ft. Supply Air: 30 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.7 AC/hr Volume: 384.0 cu.ft. Req. Vent. 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.: 5 CFM Actual Summer Infil.: 4 CFM m _ Area U- Htg Sen Clg Lat 8 Description Quantity Value HTM Lass 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 0 % 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 2.540316 ... ....... ._.. 0.611 -109 76 Room Totals: 1,054 -109 601 Whe - B u;icil 1 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential & Light Commercial HVAC Loads 9 Elite Software Development, Inc. P Smith &Willis HVAC LLC E Remington Homes -Quail Ridge -5232 Quail : St. Plan 725 Littleton CO 80125 Pa 15 Detailed Room Loads - Room 3 - Laundry (Average Load Procedure) neral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.5 ft. System Number: 1 Room Width: 7.2 ft. Zone Number: 1 Area: 82.0 sq.ft. Supply Air: 50 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 831.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area U- Htg Sen CIg Let Sem' Dascri tion Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 11.5 X 10.1 98.1 0.062 4.3 420 0.9 0 87 N -Wall-1323 7.2X 10.1 58.8 0.062 4.3 251 0.9 0 52 W •Door -11 D 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 N -GIs-Remington Window shgc 0.3 1001/6S 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 /Uhf Hull. M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM City of !at Ridge Ing Divison RFvac- Residential Blight Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes - Quail Ridge -5232 OualI S4 Plan 725' Littleton CO 60125 Pae 16 Detailed Room Loads - Room 4 - Dinin /Kitchen (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 359.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 360.0 sq.ft. Supply Air: 181 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 3,626.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 18 CFM Actual Summer Infil.: 16 CFM Item Area U- Htg Sen Gig Lai Sen`. Desai tion Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15 X 10.1 103.2 0.062 4.3 441 0.9 0 91 S -Wall -R231 X 10.1 10.1 0.062 4.3 43 0.9 0 9 W -Wall-R23 14.5 X 10.1 146.2 0.062 4.3 625 0.9 0 130 N -Wall-R23 4.2 X 10.1 42 0.062 4.3 180 0.9 0 37 E -Wall-R23 5.3 X 10.1 53.7 0.062 4.3 230 0.9 0 48 N -Wall-R23 5 X 10.1 35.4 0.062 4.3 151 0.9 0 31 E -GIs-Remington Window shgc-0.3 0 % S 48 0.300 20.7 994 34.1 0 1,635 N GIs -Remington Window shgc-0.3 1 00%S ...15 0.300 20.7 311 11.5 0 173 Subtotals for Structure: 2,975 0 2,154 Infil.: Win.: 18.4, Sum.: 16.2 454 2.542 1,153 0.613 -397 278 Equipment: 0 - 1,200 Room Totals: 4,128 -397 3,632 VYh Buil M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM :ity of t i at Ridae I Rhvac - Residential &Light Commercial HVAC Loads Elite Software Developmem, Inc. .Smith 8 Willis HVAC LLC Remington Homes -Quail Ridge -5 32 Quail St. Plan 725 Littleton CO 80125 Page 17 Detailed Room Loads - Room 5 - Study (Average Load Procedure) Meneral .+ Calculation Mode: Htg. & clg. Occurrences: i Room Length: 142.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 142.0 sq.ft. Supply Air: 103 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 1,432.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM tem Area U= Htg Sen Clg Lot Sen Description Quantity Value HTM Loss HTM Gain Gain., S -Wall-R23 11.8 X 10.1 119.2 0.062 4.3 510 0.9 0 106 W -Wall-R23 12 X 10.1 76 0.062 4.3 325 0.9 0 67 N -Wall-R23 5.5 X 10.1 55.4 0.062 4.3 237 0.9 0 49 W -GIs-Remington Window shgc-0.3 0%S 15 0.300 20.7 311 34.1 0 511 W -GIs-Remington Window shgc-0.3 0%S 15 0.300 20.7 311 34.1 0 511 W -GIs-Remington Window shgc-0.3 0 % S 15 0.300 20.7 311 34.1 0 511 UP-Ceii-16B-50 134.1 X 1 134.1 0.020 1.4 185 1.0 0 131 Subtotals for Structure: 2,190 0 1,886 Infil.: Win.: 12.0, Sum.: 10.5 296 2.540 751 0.612 -259 181 Room Totals: 2,941 -259 2,067 Wr M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5232 Quail St. Plan 725" Lttieton CO 80125 Pae 18,, Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) .General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 466.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: i Area: 466.0 sq.ft. Supply Air: 307 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.9 AC/hr Volume: 4,699.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 35 CFM Actual Summer Infil.: 31 CFM Area U- Htg Htg Sen CIO Lat Sen' 'Descri tion Quantity Value HTM Loss HT'=.. Gain Gain E -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 13.3 X 18.2 242.2 0.062 4.3 1,036 0.9 0 215 W -Wall-R23 1.5 X 10.1 15.1 0.062 4.3 65 0.9 0 13 S -Wall-R23 4.7 X 18.2 63.6 0.062 4.3 272 0.9 0 56 S -Wall-R23 3.7 X 10.1 24.5 0.062 4.3 105 0.9 0 22 W -Wall-R23 6 X 10.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 7.3 X 10.1 73.9 0.062 4.3 316 0.9 0 66 E -Wall-R23 17.5 X 18.2 208 0.062 4.3 890 0.9 0 184 S -Wall-R23 1 X 18.2 18.2 0.062 4.3 78 0.9 0 16 W -Door-11 D 3 X 6.7 20 0.200 13.8 276 5.0 0 100 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-0.30%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: 6,739 0 5,411 Infil.: Win.: 35.2, Sum.: 30.8 865 2.542 2,198 0.613 -757 530 People: 200 lat/per,, 230 sen/per: 1200 _...... . 230 Room Totals: 8,937 -557 6,171 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhyac -Residential 8 Light Commercial HVACloads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Quail St Plan 725 Littleton CO 80125 Page 19. Detailed Room Loads - Room 7 - WIC (Average Load Procedure etleral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 22.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 23.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.9 AC/hr Volume: 183.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area U- Hig Sen Clg Let Sen, IRescei lion Quantity Value HTM Loss HTM Gain Gain'' E -Wall-R23 5.8 X 8.1 39.1 0.062 4.3 167 0.9 0 35 E -GIs-Remington Window shgc-0.3 0 % S 8 0.300 20.7 166 34.1 0 273 UP-Ceii-168-50 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 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac-Residential & Light Commercial HVAC Loads - Elite Software Development, Inc. Smith &Willis HVACLLC j'' ® Remington Homes —Quail Ridge - 5232 Quail St. Plan 725 Littleton, CO 80125 Page 20 Detailed Room Loads - Room 8 - Mstr WIC (Average Load Procedure) (.General . . Calculation Mode: 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. 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.: 2 CFM Actual Summer Infil.: 2 CFM Item Area U- Htg Sen Clg Lat Sett D. cri tion Quanti Value HTM Loss HTM Gain 0 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 -4935 _ ........ ... ....... Room Totals: 615 -49 180 Vl't 1 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM --9°°'" Rhvac - Residential & Light Commercial HVAC Loads 9 Elite Software Development, Inc. P .Smith 8 Willis HVAC LLC E Remington Homes - Quail Ridge • 5232 Quail St. Plan 725 Littleton CO 80125 Pace 21 Detailed Room Loads - Room 9 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & cig. 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 Area -U- Htg Sen FItem tion Quantity Value HTM Loss W, 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 1 00% 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 cw�' ' "I-., . M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM 7ty of Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc.. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5232 Quail St Plan 725 Littleton CO 80125 Pae 22'... Detailed Room Loads - Room 10 - Upper Bath (Average Load Procedure) ,General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 67.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 68.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 it. Supply Air Changes: 0.4 AC/hr Volume: 547.0 cu.ft. 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.: 0 CFM Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Glg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil- 1 6B-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 11!I M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac- Residential& Light Commercial HVAC Loads 9 Elite Software Develo ment, Inc. P Smith & Willis HVAC LLC Remington Homes - Quad Ridge - 5232 Quail St Plan 725 Littleton CO 80125 Page 23. Detailed Room Loads - Room 1 i - Master Suite (Average Load Procedure 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. Cig: 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 Sen' Description Quant, 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 N M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes -: Quail Ridge • 5232 Quail St. Plan 725 Littleton CO 80125 Page 24 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General . . Calculation Mode: Htg. & cig. 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.fl. 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 Sart; Desai 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 -Wail-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 lat/per, 230 sen/per: 1 200 230 Equipment: 0 150 Room Totals: 2,368 44 1,868 Vl:;... M:\ ...\Remington He ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC E Remington Homes- Quail Ridge - 5232 Quail St. Plan 725 Littleton C080 125 - Page 25 Detailed Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 14.5 ft. Zone Number: t Area: 174.0 sq.tt. Supply Air: 96 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.1 AC/hr Volume: 1,407.0 cu.ft. Req. Vent. CIg: 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 F Area U'- H[g Sen Clg Let N Descri tion Quantity Value HTM 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 0%S 30 0.300 20.7 621 34.1 0 1,022 UP-Ceil-16B-50 174 X 1 174 0.020 1.4 240 1.0 0 171 Floor -20P-30 1 X 174 174 0.035 2.4 420 0.3 0 55 Subtotals 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 v1l M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM M Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Queil St Plan 725 Littleton CO 60125 Paae 26 Detailed Room Loads Room 14 Uer Hall (Average Load Procedure Ge era . . Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 181.4 ft. System Number: 1 Room Width: 1.0 ft. 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. 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.: 10 CFM Actual Summer Infil.: 8 CFM Iters Area -U- ig Sen Clg Lai S8l1'" Description QuantityValue HTM Loss HTM 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 44.3 0.035 2.4 107 0.3 0 14 Subtotals for Structure: 1,832 0 1,171 Infil.: Win.: 9.5, Sum.: 8.3234 _.. ._._.._...... .. ... __. 2.544 596 0.615 _.._ -205 144 Room Totals: 2,428 -205 1,315 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM of at Fridge og 7wison:' Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC - Remington Homes - Quail Ridge - 5232 Quail St. Plan 725 Uttleton CO 80125 Page 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 Intil.: 2 CFM em Area -U- Htg Sen Clg Lat Sen' Descr tion Quanti Value HTM Loss 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 182 182 0.020 1.4 251 0.00 .. _... 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 M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac- Residential & Light Commercial HVAC Loads Elite. Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 Quail St Plan 725 Littleton CO 80125 Pae 28" S stem 1 Room Load Summar Htg Min Run Run Gig Gig Min Act Room Area Sens Htg Duct Duct Sens Let Gig Sys,' No Name SF Btuh CFM 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 8,937 179 7,7,7,7 6,171 -557 341 307 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 Hail 181 2,428 49 7 1,315 -205 73 65 15 CrawlSpace 182 .......... 1,192 24 11-4 273 65 44 ............ 4 24., Humidification 2,042 System 1 total ...... 3,232 41,565 791 24,725.. -,1,985 1,365 1,230 System 1 Main Trunk Size: 21x20 in. Velocity: 464 ft./min Loss per 100 ft.: 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. C0611 )TIMPROw- Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Stun Btuh Net Required. 2.06 109%/-9% 24,725 -1,985 24,725 Actual: 2.83 100%/0% 34,000 0 34,000 W M:\ ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Rhvac - Residential& Light Commercial HVAC Loads Elite SoltwareDevelopment, Inc., Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5232 "us", uail St. Plan 725 LiMeton CO 80125 Pae 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° 135° 180° 225° 270° 3151 High FRm.Room Rot. Rot: Rot. Rot. Rot. Rot. Rot. Rot. Duct` o 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 307 '314 308 306 297 288 279 296 7,7,7,7 7 W/C 18 17 14 17 18 15 12 15 4 8 Mstr WIC '12 12 12 12 12 12 12 12 4 9 Mstr Bath 40 47 56 50 44 49 53 46 6 10 Upper Bath 3 3 4 3 3 4 -4 4 4 11 Master Suite 137 141 144 144 142 137 133 134 7,7 12 Bedroom 2 93 82 75 83 93 93 90 93 6,6 13 Bedroom 3 96 85 78 85 '96 96 94 95 6,6 14 Upper Hall 65 64 65 62 63 69 76 71 7 15 Crawl Space 24 24 24 24 24 24 24 24 1--4 Indicates highest CFM of all rotations. [VffWBiJfId1nq' Rotation House Supply Sensible Latent Net De reel Faces CFM Gain Gain Tons 0° West 1,230 24,725 1,985 2.06 451 Northwest 1,230 23,576 -1,985 1.96 90° North 1,230 19,869 -1,985 1.66 1351 Northeast 1,230 25,395 -1,985 2.12 1801 East 1,230 26,629 -1,985 2.22 2251 Southeast 1,230 23,297 -1,985 1.94 2701 South 1,230 18,707 -1,985 1.56 3151 Southwest 1,230 22,862 -1,985 1.91 Indicates highest value of all rotations. Building Rotation Tonnage 2.3 .... ......... .......... ....... .......... .................... .... ....... ... .......... ....... 2.2.................................................................... .......................................................... 2.1 .......................................................... ....................... ...................... ............................. 2.00 ................................... w ................................. .............................................. Q1.9 ............................ ..................... cS1.6 ................ ........................... ............................... ........ ................................. ....................................................... ......... ...................... ............. 1.7 ....................................... .............................................................. ............ .................. 1.6........................................................................................................... ... ....................... 1.5 West Northwest North Northeast East Southeast South Southwest Direction House Faces - Buidinq Net Tonnaqe MA ...\Remington Ho ... age Left.rhv Monday, May 01, 2017, 8:14 AM Smltlr8 Willis HVAC LLC Remington Homes - Quail. Ridge - 5232 Quail St. Plan 7 Uttleton CO_80125 Page Buildina Rotation Report (cont'd) 31,000 30,000 29,000 23,000 f C7 22,000 21,000 20,000 19,000 18,000 1 1 Building Rotation Hourly Net Gain Time of Day —� House faces West ��-- House faces Northwest —0— House faces North �— Housefaces Northeast -- House faces East —+►— House faces Southeast ...y,„... House faces South --I%— House faces Southwest Y to I :.:{t1r Ot M:\ ...\Remington Ho... age Left.rhv Monday, May 01, 2017, 8:14 AM City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 December 29, 2016 OFFICIAL ADDRESS CHANGE NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 5230 Quail Street NEW ADDRESS: 5332 Quail Street SUBDIVISION:_ LOT(s): KEY: 76 SECTION:- 16 PARCEL NO: 39-162-00-003 NOTES: This is a courtesy notification. AUTHORIZED BY: Alz DATE: I Z-- 7-9 DISTRIBUTION: 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lb 3. Jefferson County Elections, ATTN: H. Roth, 3 500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffico IT (Mapping) Services at snAtchelL&jeffco.qs and edelyjjoLdjjeffco.qs 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erlinida.'.nmiartinez &us s. ov andkds�.sum�merfie�ldo)qs �s.oy and qrlene.a.,,jckrgy(4Lqspsgov 8. Xcel Energy, sandra.cardenasgxcelener com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12. Clear Creek Valley Sanitation District 13. Arvada Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. Wheat Ridge Police Department 17. GIS Specialist 18. Log File NOTE: Please notify all other parties concerned. F-11 GGSWIMIER utel 9 1-",, 00 61 %vwwxi.wheatridge.co.us DA mumm N 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