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5285 Pierson Court
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:, -3.0/4&,_Z--, Job Address:C 7— Permit —Permit Number: { <2 3'f (C ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection a�t, 3�03-234-5933 Date: { i:�°�°°-f Inspector: tZt-f DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Solar PERMIT - 201802916 Ff .l PERMIT NO: 201802916 ISSUED: 11/08/2018 JOB ADDRESS: 5285 Pierson Ct EXPIRES: 11/08/2019 JOB DESCRIPTION: Install 21 - 6.30kw solar pv modules and 21 - microinverters; 6.30 KW, does not require structural *** CONTACTS *** OWNER (303)726-2106 STIEBEN JEREMY D SUB (888)781-7074 Dave Rasmussen 180349 Ion Developer LLC SUB (888)781-7074 Dave Rasmussen 180349 Ion Developer LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 9,135.00 FEES Total Valuation 0.00 Residential Solar 500.00 ** TOTAL ** 500.00 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perform,pd andrtliat all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature f 6WNER or CONTRACTOR (Circle one) Date I . This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this pen -nit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of an manner shall be performed that shall results in a changeof 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, any violation of any provision of any applicable code ora ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of CVief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of R Wheat j�091C COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 29t' Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a_ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit #� ` 0 � S1 j Plan Review Fee: )o°D Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Properly Address: 5285 Pierson Court, Wheat Ridge, Colorado 80033 Property Owner (please print): Michelle Stieben Phone: (303) 726-2106 Property Owner Email: mferrinl3@hotmail.com Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: 5285 Pierson Court City, State, Zip: Wheat Ridge, Colorado 80033 Architec�Engineer: Architect/Engineer E-mail: Contractor Name: City of Wheat Ridge License #: 180349 Contractor E-mail Address: permit@ionsolar.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Jacob Ross CONTACT EMAIL(please print): Permits@ionsolar.com Phone: Phone: 888-781-7074 Phone: 888-781-7074 x8520 Sub Contractors (Must provide Wheat Ridge License No $ Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL x0 RESIDENTIAL Provide description of work: For ALL projects, 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. Installation of solar panels on an existing residential roof. 6.30kW (21) SILFAB SLA -300M MODULES AND (21) ENPHASE IQ7-60-2-INT MICRO -INVERTERS Sq. FULF BTUs Gallons Amps Squares For Solar: 6.30 Kw 21 # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 9,135.00 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. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) Signature (first and last name): Printed Name: Jacob Ross ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer:9M / �/�/ le PUBLIC WORKS COMMENTS: Reviewer. or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) DEPARTMENT USE ONLY DATE: 11/1/2018 OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: Wednesday, October 17, 2018 Ion Solar 4801 North University Avenue, STE 900 Provo, UT, 84604 ppjgb2qjb 11/l/If RE: ROOF EVALUATION FOR 5285 PIERSON COURT, WHEAT RIDGE, COLORADO I evaluated the support system for the proposed solar array for the residence located at 5285 Pierson Court, Wheat Ridge, Colorado. The information used to evaluate this structure is based off of a field visit done by Ion Solar on behalf of Epic Engineering. It is my understanding that the roof structure consists of pre -manufactured trusses at 24" o.c. where the solar panels will be located. The existing roofing material consists of asphalt shingles. The roof of the structure is 1000 square feet and will be supporting 21 solar panels covering an area of 368 square feet. The following loads were used in the analysis: Dead Load 12000 lbs (12.0 psf design load) Snow Load 30000 lbs (30.0 psf design load) Solar Panels 1104 lbs (3.0 psf design load) International Existing Building Code (IEBC) 2015 Section 807.4 indicates that alterations to a building that result in less than 5% increase in the gravity loads may be performed without a structural evaluation of the existing building. The proposed alteration to the required loading of the structure results a 2.6% increase over the current loading requirements, which is allowed by IEBC 2015. It is my recommendation that the existing trusses will safely and adequately support the solar panels. The roof attachments should be staggered such that the mounting hardware can be attached to each truss at 24" o.c. in order for the loads to be evenly distributed along the trusses. The racking should be installed per the manufacturer's specifications directly to the truss top chords. The attachments consist of a 5/16" or 18/8 SS lag screw with 2" minimum penetration into the truss top chord. The fasteners should be centered on the member width. I can be reached at 435-654-6600 extension 123 with any questions. Respectfully, Adam Huff, S.E. Epic Engineering, P.C. Heber City, UT 435-654-6600 0ty of Wheat Ridge West Valley, UT 801-955-5605 Williston, ND 701-774-5200 Killdeer, ND 701-764-7131 Vernal, UT 435-781-2113 Mesa, AZ 480-309-6504 www.epiceng.net 93013 0 EM 50 East 100 South Heber City, Utah 84032 (435) 654-6600 (435) 654-6622 FAX Design Wind Speed 3 -Sec Gust 136 mph Risk Category II Wind Exposure C Area of Roof 1000 ft Number of Solar Panels 21 Area of Solar Panels @ 17.5 sq. ft. per panel' 368 ft? Number of connection points 33 5% Weight Increase Calculation,(Based on IEBC 2015 Section 807.4) , Total Roof DL (12 psf design) 12000 lbs Total Roof SL (30'1sf design) 30000 lbs PV Array Load (3 ..psf design) 1104 lbs Weieht Increase w/ PV Arrav 2.6% PASS Solar Panel Attachment Calculations (B4sed on NDS 20i 5. table 12.2A and table 12K) 5/16" lag screw pullout capacity 5/16" lag;screw she'ar,capacity Tributary area per connection Wind pressilrc pullout on lag screw (Trib area.* Pressure) Minimum embed depth of 5/16"lag screw Shear on 5/16" lag screw ((SL+ Solar Load)* Trib Area)* sin(roof pitch) 532 Ibs _. 390 lbs ' • 2.9 .. ` ft2 62.8 psf 181.2 lbs ' PASS 2 in 92 lbs PASS 'e � r 1 t 4 Data Sheet Enphase Microinverters Region: APAC Enphase IQ 7 and aojqbgq lb /Vay/ r The high-powered smart grid -ready Enphase IQ 7 Micro"" and Enphase IQ 7+ Micro" IQ7+ achieve the highest system efficiency. Microinverters Part of the Enphase IQ System, the IQ 7 and IQ 7+ Micro integrate seamlessly with the Enphase Envoy -S' , and the Enphase Enlighten" monitoring and analysis software. The IQ 7 and IQ 7+ Micro extend the reliability standards set forth by previous generations and undergo over a million hours of power -on testing, enabling Enphase to provide an industry-leading warranty. Easy to Install Lightweight and simple Faster installation with improved, lighter two -wire cabling Productive and Reliable Optimized for high powered 60 -cell and 72 -cell* modules More than a million hours of testing Class II double -insulated enclosure Smart Grid Ready Complies with advanced grid support, voltage and frequency ride -through requirements Remotely updates to respond to changing grid requirements Configurable for varying grid profiles * l he IQ 7+ Micro is required to support 72 -cell modules To learn more about Enphase offerings, visit enphase.com/au E N P H AS E. Enphase IQ`7 a6d IQ.7+ Microinverters Peak output power 250 VA 295 VA INPUT DATA (DC) IQ7-60-2-INT IQ7PLUS-72-2-INT Commonly used module pairings' 235 W - 350 W + 235W -440W+ Module compatibility 60 -cell PV modules only 60 -cell and 72 -cell PV modules Maximum input DC voltage 48V 60V Peak power tracking voltage 27 V - 37 V 27 V - 45 V Operating range 16 V - 48 V 16V -60V Min/Max start voltage 22V/48V 22 V / 60 V Max DC short circuit current (module Isc) 15 A 15 A Overvoltage class DC port II II DC port backfeed under single fault 0 A 0 A PV array configuration AC side protection requires max 20A per branch circuit OUTPUT DATA (AC) IQ 7 Microinverter IQ 7+ Microinverter Peak output power 250 VA 295 VA Maximum continuous output power 240 VA 290 VA Nominal (L -N) voltage/range2 230 V / 184-276 V 230 V / 184-276 V Maximum continuous output current 1.04 A 1.26 A Nominal frequency 50 Hz 50 Hz Extended frequency range 45 - 55 Hz 45 - 55 Hz Maximum units per 20 A (L -N) branch circuit 16 (230 VAC) 13 (230 VAC) Overvoltage class AC port III III AC port backfeed current 0 A 0 A Power factor setting 1.0 1.0 Power factor (adjustable) 0.7 leading ... 0.7 lagging 0.7 leading ... 0.7 lagging EFFICIENCY @230 V @230 V EN 50530 (EU) weighted efficiency 96.5% 96.5% MECHANICAL DATA Ambient temperature range -40°C to +65°C Relative humidity range 4% to 100% (condensing) Connector type MC4 (or Amphenol H4 UTX with additional Q -DCC -5 adapter) Dimensions (WxHxD) 212 mm x 175 mm x 30.2 mm (without bracket) Weight 1.08 kg Cooling Natural convection - No fans Approved for wet locations Yes Pollution degree PD3 Enclosure Class II double -insulated Environmental category / UV exposure rating Outdoor- IP67 FEATURES Communication Power Line Communication (PLC) Monitoring Enlighten Manager and MyEnlighten monitoring options Compatible with Enphase IQ Envoy Compliance (pending) AS 4777.2, RCM, IEC/EN 61000-6-3, IEC/EN 62019-1, IEC/EN 62109-2 1. No enforced DC/AC ratio. See the compatibility calculator at https7Henphase com/en-us/support/module-com atp ibility. 2. Nominal voltage range can be extended beyond nominal if required by the utility. To learn more about Enphase offerings, visit enphase.com/au @ 2018 Enphase Fnergy. All rights reserved. All trademarks or brands used are the property of Enphase Energy, Inc E N P H A S E. 2018-01-23 Technical Datasheet , • 1 S i Ifa b SOLAR SILFAB SLA -M 280/285/290/295/300 The Silfab SLA -M 60 -cell monocrystalline module series is the result of the experience of the Silfab technical team, specialized in the entire photovoltaic value chain, with modules produced and operating for over 33 years. The SLA -M modules are ideal for ground -mount, roof -top and solar tracking installations where maximum power density is preferred. Maximum Efficiency 60 of the highest efficiency, best quality monocrystalline cells result in a maximum power rating of up to 300 Wp. (-0/+5W) module sorting achieves the maximum electrical performance of the PV system. Industry Experts Silfab's technical team has specialized experience in the entire photovoltaic value chain, with modules produced and operating for over 33 years. Highest Automation Strict quality controls during each step at one of the world's most automated module production facilities. Top quality materials and 100% EL testing guarantee a trustworthy 25 -year performance warranty. Reduced Weight Engineered to accommodate low load bearing structures while maintaining highly durable mechanical characteristics including a maximum loading of 5400 Pa. Available in Black . �pDE 25 ARRA i�.. p v¢ TARRIF HIGH RTH AMF'P FREE EoriaExcv ��ean y*E� Module PowerWp 280 285 290 295 300 Maximum power voltage (Ypmax ) V 31.7 32.0 32.4 32.7 32.9 Maximum power current (Ipmax) A 8.83 8.91 8.97 9.04 9.26 Open circuit voltage (Voc) V_ 38.7 39.1 39.6 40 40.53 Short circuit current (Isc) A 9.40 9.47 9.54 9.61 9.76 Module efficiency % 17.1 17.4 17.8 18.06 18.8 Maximum system voltage (VDC) Y 1000 Series fuse rating A 15 Power tolerance Wp -0/+5 Measurement conditions: STC 1000 W/W - AM 1.5 - Temperature 25 *C • Measurement uncertainty s 3% - Sun simulator calibration reference modules from Fraunhofer Institute. Electrical characteristics may vary by ±5% and power by -01-5W. Temperature Ratings Temperature Coefficient Isc %/K S' LA Mono MAU 0.03 Temperature Coefficient Voc %/K -0.30 Temperature Coefficient Pmax %/K -0.38 NOCT (± 2°C) C Operating temperature - C -40/+85 Mechanical Properties and Components Module weight (± 1 kg) kg 19 - Dimensions (H x L x D; t 1 mm) mm 1650 x 990 x 38 Maximum surface load(wind/snow)" N/ml 5400 Hall impact resistance o 25 mm it 83 km/h Cells 60 - Si monocrystattine - 4 or 4 busbar 156 x 156 mm Glass 3.2 mm high transmittance, tempered, antireftecttve coating Encapsulant PID -resistant EVA BacksheetMultilayer polyester -based Frame- Anodized Al Junction Box 3 diodes-45V/12A, IP67 Cables and connectors* 1200 mm o 5.7 mm (4 mm=), gzx connector, comparable • See installation manual Warranties Module product warranty 12 years 25 years ? 97% end of 1 s' year Linear power performance guarantee a 90% end of 12th year z 82% end of 251' year Caution: Read the safety and installation manual before using this product. Third -party generated pan files from PV Evolution Labs are available for 280M, 285M, 290M, 295M and 300M. &A, Silfab,""' SOLM Silfab Solar Inc. 240 Courtneypark Drive East - Mississauga, Ontario Canada L5T 2S5 Tel 1 905-255-2501 - Fax -1 905-696-0267 info@sitfab.ca - wwwsilfab.ca EMA Fraunhofer PMp V.. 2S S11-fab soult The recommended maximum series/parallel configurations (for 1000V Maximum Series Voltage) are as follows: Product Modules in Series* Modules in Parallel SLA -M 20 1 SSA -M 23 1 SLA -P 20 1 SSA -P 24 1 SLG -M 16 1 SSG -M 19 1 SLG -P 17 1 SSG -P 19 1 " Keter to NLL b9U. / or the relevant local codes and regulations for the correct Vc correction factor according to the respective temperatures. If this information is not available, a 1.25 multiplying factor can be used as default value for correction of Vim. ® Use only the same type of connectors, to ensure reliability of the electrical connection. ® For conductors, utilize suitable "Wet or Dry" type sunlight resistant cable (PV -Wire or USE -2 type) with temperature rating of 90°C or higher and sized 12 AWG or larger. ® Verify the junction box lid is firmly closed before installing the module. 8 Before connection of the system to the grid, the PV system must be approved for correct installation, by all appropriate authorities. ® Lightning protection is recommended for PV systems that are to be installed in locations with high probability of lightning strikes. ® The design of the PV system should be done by a qualified person familiar with PV system design. Silfab does not assume any responsibility for how the modules are installed or how the system is designed. E 0 2011-2015 Silfab Solar Inc. - Specifications in this manual are subject to revisions without notice SAFETY AND INSTALLATION MANUAL FOR PHOTOVOLTAIC MODULES ® Refer to the tables at the end of this installation manual for electrical parameters. 7d) Grounding ® A Silfab module with exposed conductive parts is considered to be in compliance with UL 1703 and/or IEC 61730 and 61215 only when it is electrically grounded in accordance with the instructions presented below and the requirements of the US National Electrical Code, Canadian Electrical Code, and/or any applicable local standards and codes. ® The module frame must be grounded before wiring. The grounding connection must penetrate the frame's anodized layer. The grounding should be performed by a qualified electrician using grounding methods in accordance with article 250 of NEC or Canadian Electrical Code requirements. • A ground hole is present on each module, marked with a ground symbol and/or green label. • Use a 6-12 AWG copper wire only. The bolts, nuts, flat washers, lock washers or other hardware should be made of stainless steel. • The bolted or screwed ground connection, should include the following: o A screw size of M4 (minimum)/#8 imperial (maximum) o A star washer under the screw head or serrated screw that must penetrate the frame's anodized layer. o A UL -listed grounding lug or UL approved ring terminal. o Torque the grounding connections to 25 inch -pounds 111; s.�is�Za SIIfab SO"* • SLA/SLG modules can be grounded using third party grounding devices as long as they are certified for their intended purpose, have been evaluated and tested with the system, and the devices are installed according to the requirements of American NFPA NEC 70, Canadian CSA C22.1 and/or relevant local codes and regulations. • Ensure that the grounding area for the connection is clean and free from oxides or any debris that could impede the electrical grounding. ® Always follow safety procedures when installing any grounding/mounting system. 7e) Silfab Smart Modules This section of the installation manual is specific to Silfab Smart Modules (SSA and SSG), which use Tigo Energy's integrated junction box. For residential, commercial and utility scale photovoltaic solar arrays, the Silfab Smart Modules and Tigo Optimizer System optimizes power output per -module. These modules also deliver module -level data for operational management and performance monitoring. The SSA and SSG modules have also been programmed to a maximum voltage output to allow for longer strings of modules to be connected in series when compared to the standard SLA or SLG modules. The maximum system voltage rating of 1000V for TUV/IEC and 1000V for UL must be maintained in accordance to the US National Electrical Code, Canadian Electrical Code, and/or any applicable local standards and codes. In addition to the SSA or SSG modules, the Tigo Optimizer System requires Gateways and Management Units (MMU) for proper operation. 10 02011-2015 Silfab Solar Inc. -Specifications in this manual are subject to revisions without notice SAFETY AND INSTALLATION MANUAL FOR PHOTOVOLTAIC MODULES For more information on the Tigo Optimizer System please contact Tigo Energy at: • www.TigoEnergy.com • (USA) 1.888.609.8446 • (outside the US) +1.408.402.0802 • skype: support. tigoenergy CV 0 0 ROCK -IT 4.0 mounT ASSeI"1'1BLY NOTe: ITems 1-7 SHIP assemBLeD 1 5/16"-18x 1.75" Hex Serrated Flange Bolt 300 Series SS 2 Rock -It 4.0 Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Shelf 6000 Series AL 4 Flange Level Nut 300 Series SS 5 Rock -It 4.0 Tie Plate 6000 Series AL 6 Rock -It Pedestal 6000 Series AL 7 5/16"-18 x 3/8" Hex Serrated Flange Bolt 300 Series SS 8 3/8" ID Star Washer 300 Series SS 9 3/8"-16 x 3" Hex Tap Bolt 300 Series SS r ROCK -IT SLIDes are aCCePTaBLe BraCKeTS FOr Use WITH ROCK -IT 4.0 (SOLD SeParaTeLY) ROCK -IT 4.0 COUPLING asseMBLY NOTe: ITems 1-3 SHIP assemBLeD 1 5/16"-18 x 1.75" Hex Serrated Flange Bolt 300 Series SS --------- i 2 Rock -It 4.0 Coupling Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Coupling Shelf 6000 Series AL 4 Rock -It Load Bearing Foot Clip I 5 Rock -It Load Bearing Foot Base i www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 2 ROCK -IT 4.0 HYBRID MOl.. nT ASSeMBLY NOTe: ITems 1-10 SHIP assemBLeD ROCK -IT CLIP SS ASSeMBLY NOTe: Nems 1-3 SHip assemBLeD 1 Rock -It 4.0 Shelf 6000 Series AL 2 Rock -It 4.0 Coupling Mid -Clamp 6000 Series AL 3 Rock -It 4.0 Coupling Tie Plate6000 Series AL 4 Flange Level Nut 300 Series SS 5 Rock -It Pedestal 6000 Series AL 6 Rock -It Slide 6000 Series AL 7 3/8"-16 x 3" Hex Tap Bolt 300 Series SS 8 3/8" ID Star Washer 300 Series S 9 5/16"-18 x 3/8" Hex Serrated Flange Bolt 300 Series SS 10 5/16"-18 x 1.5" Hex Serrated Flange Bolt 300 Series SS ROCK -IT CLIP 2.0 ASSeI'1'1BLY NOTe: ITems 1-3 SHIP assemBLeD 1 Stainless Steel Carriage Bolt -.313-18X.75 1 2 Rock -It Clip SS 2 3 Stainless Steel Flange nut .313-18 3 .r 0 Rock -It Clip 2.0 Stainless Steel Flange nut .313-18 Bolt .3125-18x1 x1 -S 2 www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 3 GrounDinG inFormaTion The rail -free Rock -It System may be used to mount and ground PV modules that comply with UL 1703, only when that specific module has been evaluated for mounting and grounding, in compliance with the included installation instructions. Note: Grounding lug must be visible to inspectors from the entire perimeter of the PV array. Multiple Use Grounding Pins Grounding pins within the Mid -Clamp are multiple use bonding/grounding devices. Modules will need to be adjusted if the Mid -Clamps are loosened to ensure there is "new" metal to pierce into upon retightening. Grounding Method Rock -It 4.0 Mount bonds N -S rows of modules Rock -It 4.0 Coupling bonds E -W rows of modules Rock -It Array Skirt bonds E -W along the entire array when installed One Burndy CL50-1TN ground lug is required per PV array, limited to 300 modules placed in either portrait or landscape orientation. BonDinG AssemBLY anD BonDinG PaTH j Bond Path Grounding Lug -�o� 1� Integrated Bonding otIEGCo- geixraky, to earth Vro d w Rock -it Coupling 1I1 ■ Rock -it Mount Rock -It Array Skirt j Bond path I Bond Path • Grounding Lug Grounding Lug Equipment Grounding Condutter (EGC) !P'o �y to rani, Equipment Grounding CtmduRor (EGC} dmealy ro wrw r. Rock -It Coupling ground w Rock -It Coupling ■ Rock -IT Mount Rock -it Array Skirt ■ Rock -it Mount Rock -It Array Skirt www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 13 THermaL EXPansion ante BonDInG A thermal expansion gap is required per each continuous 40' length of modules. Omit a coupling and leave a 2" gap in the Rock -It Array Skirt and also between the modules at that point. BracKeT sPacinG Portrait Orientation Maximum east/west bracket spacing is 48"OC. Landscape Orientation -- Bond Path Grounding Lug - Equipmen[ Grounding l Conduaor(CGC}. generally to earth ground Rock -it Coupling ■ Rock -it Mount .tea Rock -it Array Skirt Max east/west bracket spacing is 72"OC. 32mm modules: Max east/west bracket spacing is 48"OC. Spacing may vary depending upon project specific structural requirements; i.e. high snow and wind load areas may require lesser spacing E -W than the maximum. sTaGGereD LAYOUT I canTlLever anD oFFseT Staggered Mounting Points . Rock -It Mount -Rock-It Coupling The array layout instructions in this installation manual offer a general overview of layout. Periodically, due to a variety of factors (roof obstacles, shading, etc.) other layouts are required. Cantilever: Maximum cantilever is 1/3 bracket spacing. For portrait orientation installations, check layout prior to installing. Offset: Offset from all roof edges depends on wind speed, snow loads, local fire and building codes per location www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 14 ROCK -IT SCJ- STeM 4.0 sYsTem SPeclFlcaTlons Max No. of Panels 300 Modules per ground lug Materials 300 Series Stainless, arcus nuns' MFG ID CODE: GG1-D2-7016 L9rdUMtS TD Ik yM3 6000 Series Aluminum Max System Voltage 1000VDC Coating Black Andodization/Mill Finish Class A Fire Rating With UL1703 Type 1 Rated Lug Specifications Burndy CL50-1TN Ground Lug Modules, see note below. (UL Listing #KDER E9999) Leveling Range 3-4" Ground Wire 14 AWG- 4 AWG Copper Per above Lug spec. Ground Wire Rock -It Slide Comp Range 3" Max Module Size 64.96"(1650mm) x Rock -It Slide Tile 7" 39.05"(992mm) x 2"(50mm) Min/Max Roof Slope 1/2:12/12:12 Max Downforce/Uplift Rating 45 PSF Max Anchor Spacing (35mm/40mm) 72" Rock -It Mount Load Rating 547lbs with Single 5/16" Lag 3.0 Max Anchor Spacing (32mm) 48" Safety Factor Skirt Box QTY 6 units Slide Fastening Hole 5/16" diameter Mount Box QTY 12 units Module Cantilever Maximum cantilever is 1/3 Rock -It Slide Box QTY 50 units bracket spacing Coupling Box QTY 12 units Warranty 20 Year Material and Workman- ship Codes: National Electric Code, ANSI/NFPA 70, NEC 250, NEC 690, IRC, IBC Standards: UL 2703: First Edition, UL 1703 The EcoFasten Solar Rock -It System is a rooftop PV racking system consisting of 6000 Series Aluminum and 300 Series Stainless Steel components. The Rock -It System includes the rack components but does not include the PV panels, inverters or electrical components. The PV modules to be used with Rock -It shall be certified under UL 1703. The system shall be used on steep slope roofs mounted over a Class A fire rated roofing material and attached to the roof structure using 5/16" diameter, minimum 4" long 300 series Stainless Steel lag bolts with minimum thread embedment depth of 21/2" into the roof structure. Periodic re -inspection for loose components The system is subject to re -inspection as required by the PV module manufacturer or by the Authority Having Jurisdiction. Re -inspection, as required, should include evaluation of any loose components or loose fasteners. All loose components and fasteners should be secured in accordance with these instructions. The system should also be evaluated for any evidence of corrosion. Any corrosion should be removed. Any affected part should be cleaned or replaced in accordance with these instructions. Y4f {«4 ti EcoFasten Solar - V www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 15 FI:CoF�t� Solar' �'A'OfiFfiKF1.4G4rif ROC T SYSTEM arcus nuns' MFG ID CODE: GG1-D2-7016 L9rdUMtS TD Ik yM3 CONFORMS TO Ul 2707 ewFFMFy",. uR msiuur»n . -... WI WIIitMb MtIN�3 �vArtfin� i Q The EcoFasten Solar Rock -It System is a rooftop PV racking system consisting of 6000 Series Aluminum and 300 Series Stainless Steel components. The Rock -It System includes the rack components but does not include the PV panels, inverters or electrical components. The PV modules to be used with Rock -It shall be certified under UL 1703. The system shall be used on steep slope roofs mounted over a Class A fire rated roofing material and attached to the roof structure using 5/16" diameter, minimum 4" long 300 series Stainless Steel lag bolts with minimum thread embedment depth of 21/2" into the roof structure. Periodic re -inspection for loose components The system is subject to re -inspection as required by the PV module manufacturer or by the Authority Having Jurisdiction. Re -inspection, as required, should include evaluation of any loose components or loose fasteners. All loose components and fasteners should be secured in accordance with these instructions. The system should also be evaluated for any evidence of corrosion. Any corrosion should be removed. Any affected part should be cleaned or replaced in accordance with these instructions. Y4f {«4 ti EcoFasten Solar - V www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 15 structural ENGINEERS January 24, 2018 EcoFasten 4741 West Polk Street, Ste. 4 Phoenix, AZ 85043 TEL: (877) 859-3947 Attn.: Engineering Department, Re: Engineering Certification for the EcoFasten Rock -it System Installation Manual This letter is to document that PZSE, Inc. -Structural Engineers has reviewed EcoFasten Rock -it System Installation Manual published October 12, 2015 and specifically the "Loading Tables". SCOPE OF THE SYSTEM: The EcoFasten Rock -it System is a solar panel support system for installing solar photovoltaic arrays on sloped roofs of buildings. Typically, such buildings are residential with shingle or tile roofs. The number and spacing of attachments to the roof structure can vary depending on various site-specific criteria including, but not limited to, roof slope, spacing of supporting structural members and environmental loading. SCOPE OF OUR REVIEW: PZSE, Inc.—Structural Engineers provided a review of the following • Rock -it System design methodology • Rock -it System Installation Manual • Rock -it System Loading Tables and has determined that all information, data and analysis contained within the Installation Manual are based on, and are in compliance with, the structural requirements of the following Reference Documents: • Minimum Design Loads for Buildings and other Structures, ASCE/SEI 7-10, ASCE/SE 7-05 • International Building Code, 2009, 2012, 2015 Edition, by International Code Council, Inc. • Aluminum Design Manual, 2005, 2010, 2015 Editions, by The Aluminum Association This letter certifies that the EcoFasten Rock -it System Installation Manual and Loading Tables are in compliance with the above Reference Documents. 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 916.961.3965 www.pzse.com 1 of 2 DESIGN RESPONSIBILITY: The Rock -it System Installation Manual is intended to be used under the responsible charge of a registered design professional where required by the authority having jurisdiction. In all cases, the user of the Installation Manual has sole responsibility for the accuracy of the design and integrity of the system. The Installation Manual does not check the capacity of the building structure to support the loads imposed on the building by the array, such as bending strength of roof rafters spanning between supports. This requires additional knowledge of the building and is outside the scope of the Installation Manual and our review. If you have any questions on the above, do not hesitate to call. Prepared By: PZSE, Inc. - Structural Engineers Roseville, CA Pp0 L /C4 +!ANNE Ty Z9��� s o 45677 EXP. 30/31/2019 _ /CNAL 1478 Stone Point Drive, Suite 190, Roseville, CA 95661 916.961.3960 916.961.3965 www.pzse.com 2 of 2 Amy LaYOUT Find the required structural attachment points. Mark these using a vertical (N -S) chalk line on the center of the rafters. Spacing may vary depending upon project specific structural requirements; i.e. high snow and wind load areas may require lesser bracket spacing in the E -W axis vs. the maximum spacing. Max spacing is 48"for portrait orientation and 72"for landscape orientation. Consult project layout diagram for project specific bracket spacing on the roof. Install Rock -It Mounts to predetermined mount spacing. The Rock -It Array Skirt sections are the width of a typical 60 cell module - use the Rock -It Array Skirt as a guide to lay out module placement. Note: The distance between the rows of mounts is calculated by the module dimension N -S plus 1 3/8" (35mm). Lag screw should be installed as close to center of exposed shingle as possible. The minimum distance between the lag screw and the edge of the shingle is 1/2". GreenFasTenTM FLasHnG insTaL_L_ 1 Locate the rafters and snap horizontal and vertical lines to mark the installation position for each GreenFasten flashing. 2 Drill a pilot hole (1/4" diameter) for the lag bolt. Backfill with sealant. EcoFasten Solar recommends an EPDM mastic. 3 Insert the flashing so the top part is under the next row of shingles and pushed far enough up slope to prevent water infiltration through vertical joint in shingles. The leading edge of flashing must butt against upper row of nails to prevent turning when torqued. 4 Line up pilot hole with GreenFasten flashing hole. Insert the lag bolt through the EPDM bonded washer, the Rock -It slide, the gasketed hole in the flashing and into the rafter. Torque: The range is between 100-140 torque inch -pounds depending on the type of wood and time of year. The visual indicator for proper torque is when the EPDM on the underside of the bonded washer begins to push out the sides as the washer compresses. If using an impact wrench to install the fasteners be careful not to over torque the fastener. You may need to stop and use a ratchet to finish the install. *The Engineer of Record shall check capacity of rafter to support lag screw loading. www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 4 ROCK -IT SCJ- STEM 4.0 inSTaLL 1 Install EcoFasten Solar Flashing with Rock -It Mounts Follow EcoFasten Solar Install instructions for flashing and bracket install (GreenFasten shown above). Optimum vertical distance between lag bolts is 13/8" plus module dimension. Set mounts on eave most row so that the Rock -It Pedestal is on the South end of Rock -It Slide. Set mounts on all upper rows so that the Rock -It Pedestal is on the North end of Rock -It Slide. 2 Install Rock -It Array Skirt onto Eave Mounts Slide Rock -It Array Skirt into front channel on Rock -It Shelf. Array Skirt End Caps are pre-installed on the East end of each skirt section, and are used to couple the skirt sections where needed (see Fig. A ). Tighten Mid -Clamp bolt, clamping Rock -It Array Skirt to mount. Torque to 200 in-Ibs. (130 in -lbs. when installing with 32mm modules). 3_4 Install Rock -it Couplings (when joining 4 panels with a Coupling, the use of a load bearing foot is required) Prior to mounting on the roof, snap Load Bearing Foot into the bottom of Rock -It Coupling if required. (Each Load Bearing Foot is set to same height as the Rock -It Mounts - adjust accordingly) On eave row only, slide Rock -It Array Skirt onto Rock -It Coupling Shelf. Torque to specified value. NOTE: If a coupling lands on a rafter, the Hybrid Mount* should be used in place of the Rock -It Coupling (refer to image 3a). *Hybrid Mount can be made in the field by assembling a coupling to a mount pedestal, or by purchasing separately. 5 Align and Straighten First Row of the Rock -It System with Rock -It Array Skirt Use North-South adjustment ofthe Rock -It Pedestal to straighten Rock -It Array Skirt and align module with Array Skirt. Torque screw on side of Rock -It Pedestal to 150 in -lbs to secure it to the Rock -It Slide. Adjust Flange Level Nut to level the system (optional — can be leveled during or after installation). 69 Install 1st Row of PV Modules -9 Slide upslope Rock -It Mounts down to engage top of first module. Install Rock -it Couplings on the upslope side of 1 st row of panels. Torque 2nd row of Mid -Clamps on Rock -It Mounts and Rock -It Couplings to specified value. Install balance of PV modules, ensuring that the Rock -It Pedestals are in the appropriate position, then torque Mid -Clamps to secure modules. 10 Level the Rock -It System When assembly is complete, level the entire system by adjusting Flange Level Nuts (Flange Level Nuts have no torque value). • Height between roof surface and underside of modules should be 3"or less, when installed with Type 2 modules. INSTALLATION NOTE: Modules should be installed so that the junction box is installed upslope, away from the leading edge of the array. www.ecofastensolar.com info@ecofastensolar.com 877-859-3947 Cut Sheet - Rock -It -4.0 -Mount 1. Installation to be completed in accordance with manufacturer's written specifications and installation instructions. 2. See spec sheet or contact manufacturer for detailed material, finishes, and configuration options. 3. Contact manufacturer for detailed layout. 4. Do not scale drawings. 5. Subiect to change without notice. 3.17in [80.54mm] 2.50in -7 [63.50mm] 7 F--71 C- 2.02in 2.14in [51.38mml [54.37mm] 32mm il 35mm 2.34in [59.36mm 40mm ALPINE z 4741 W Polk Street Ste. 4 SN(�VGUAR M:*EcoEasten Solar ' Phoenix, AZ 85043 Toll Free Phone 1.888.766.4273 Toll Free Phone 1.877.859.3947 Material: See Spec Sheet Toll Free Fax 1.888.766.9994 Toll Free Fax 1.888.766.9994 Scale: 1:2 6i28i2017 ASG: - EFS: x LL v N L a v L N u _-oJIVjos uaIsr3o Z O F- U LU V) Im aJ u L U 7 O L- CL I U - u C a, ro LL C a, CU u 10 10 u Q (V = J W 11QJ N rJl00 0!� I-,Ipp LOI'2 x oJrios uaIsv3oJ9D V v) Y t C v Lf) O 'C Q� LJ - LL LL II J J m ro v 0 T a a v V) C 0 Li Q O 1J CL) V L co L4 .0 Qi v V) U O m ri N m N N N Cl! co N m a N N 00 N m V N V N 00 N m a C: U r Q V I i (a U o U o � a -,5 N N LL Ti W d O M U) � d co m LL O 00 W eirlos U;)IsrjoleL- a 4 m J_ N O� 00 N Q X 00 N m 0) Q 'H N co C v 00 Q C6 CY) G 04 Q m N O� pp M M r ED C: U r Q V I i (a U o U o � a -,5 N N LL Ti W d O M U) � d co m LL O 00 W eirlos U;)IsrjoleL- a 4 m N O� pp M N W Q N04 N m � o w QO r M rn� c a N m cli i N m I .0 N '. 0 Q � ML (V 7 a m � d � o m c o CD o C: U r Q V I i (a U o U o � a -,5 N N LL Ti W d O M U) � d co m LL O 00 W eirlos U;)IsrjoleL- a 4 So 0 oavpjos uaIsu3oz)a ,a m LQ LO N N 00 N m V n N N co N m V Ln N coclim V Q1 N c6 N m W N J Q Q W Q-� O` Oo O CL LL u, �I (U N ro LL C 4) u' oavpjos uaIsu3oz)a ,a m LQ LO N N 00 N m V n N N co N m V Ln N coclim V Q1 N c6 N m iY r c cr c c c c L' Qi U L cu cu L LPI f u Q) _0 u 2 u D 0 L a i LL u ^c W L N ro LL C L u ;a o x C4 „€ hal I Ln cri m N N 00 m n m �sTrpjos uaIsu3ojaD v° m N N m O N � L Cl) 'C a°° m L N Cn N cL f] C a0 m y � C C d 7 �p � a m � U m � O � c m o c U L-. 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W N J Q J W Q z O = N r- M "O (N X 0 +_ Q � +i Cl) 00 __ N N ED _-earpjos uaIsr3o:)�D n i N m I'- N L6 N co clim r co N lb oDV N N m C1 O N co m rn N V 06 m M n (�O 00 N M N 00 a) m � Z� N N N m N O N O L Cl) 'C oo am L N 0) N pT r O a0 d N c m m a a m C6 U N � O rn a� C O a� o c y 5 Q O 0 �a U)M Co LL U p W n r `m rn o M CA N C?m LL a0 W MAP OF LOCATION ! SCOPE OF WORK: THE SYSTEM CONSISTS OF A 6.30 KW DC (5.04 KW AC) ROOF -MOUNTED PHOTOVOLTAIC POWER SYSTEM OPERATING IN 13ARALLEL WITH THE UTILITY GRID. THERE ARE (21) SILFAB SLA -300M MODULES AND (21) ENPHASE IQ7-60-2-INT MICRO -INVERTERS, MOUNTED ON THE BACK OF EACH PV MODULE, CONNECTING TO THE UTILITY GRID THROUGH THE XISTING MAIN LOAD CENTER. ELECTRICAL MODIFICATIONS WILL 3E MADE TO THE MAIN LOAD CENTER. NTERCONNECTION METHOD: LOAD -SIDE BREAKER tOOF MATERIAL: Composite Shingle IROJECT WILL COMPLY WITH THE 2015 IRC, 2015 IEC, AND !015 IFC. 12 w�•�l 17f3 10 kdo j2�cCity of WheatRidge OMMUNITY DrvftMMENT-''4�;--1 _/i/l Ofi 1 4 1e 61 1 F*s nee Mate 7Ae kwonor of o ptnsNt or o►veor.► MIME+ tOee+Dont Md mm logo P 4 tboN not 6r a ptrnut Jbr, a on apposd of ony aot000n b MY M ft PMWWau of the bW►d*V code or M aV City ws avoces. p&mRt Ing b give ourh"'MY to amble Or Conal the pronsrons of the Ou" two or Olin or MnmoftheCitydribnotberotld ALL CONDUIT WILL BE PAINTED TO MATCH THE EXISTING STRUCTURE. SCALE: 1" = 14' AC DISCONNECT LOCATED NEXT TO OR WITHIN 10 FEET OF MAIN SERVICE PANEL(LINE OF SIGHT MAINTAINED). ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 z Lu _LI H cr) O J00 VO L1J ZLI = O L U (/)o a �( } 00 N W LOW w PV Installation Professional LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AMIOK eucnx C70R_ 10304593-5501 EXPIRATION:TTON- 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWNBY: �1�1 film ADDITIONAL NOTES: SHEET: city of Wheat Ridge to el- D'Msud COVER (O PV 0.0 03VO%q!A "L. c, b SCALE: 1 11 = 91 -211 ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z w En _w I— F M U) lY O 00 J C)O W Z = Ow U �o Lu C-6 Lo Q } N W L W ry W PV IrutalWon Professional LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AUTHOR=mivrx CTOo 10304593-5501 eel EXPIRATION:TION: /VQT"fhI_f-1 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: Im- CIRCUIT 1 199 - CIRCUIT 2 SHEET: SITE PLAN PV 1.0 city o f 1"aat f?idga 'c '���9 Dilffi REFER TO PAGE 4 FOR SECTION DETAIL & ATTACHMENT INFO. ROOF SECTION DATA —1 :OOF SECTION A B C D E F G H MODULES 21 'ILT 15 LZIWTH 180 OLAR ACCESS AVG. 99.00% lvl�%. l inINI%al%L rho 1 CIV IIV VIIVIVUIV 1 IIVh. REFER TO PAGE 4 FOR SECTION DETAIL & ATTACHMENT INFO. SCALE: ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 z W m _W I— M O D 00 W 0 VO W Z Oui = D U �o w� 0s U*) a } Nw L W of w 3 i1 —hs talladon Professional c.4.. o *k LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: Av OR CONTRACTOR: 10304593-5501 EXPIRATION - 11/30/2019 i/Q/Tj�_f 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: FIRE CODE OFFSET 2" x 6" TRUSS SYSTEM 24" ON CENTER CANTILEVERS WILL BE NO MORE THAN 24" ATTACHMENT POINTS WILL BE NO MORE THAN 4' APART, STAGGERED ROOF PLAN PV 2.0 s its/ 0" Whew, Ricl9e �i/a`�9 Divis`o WEATHER DATA HIGH TEMP, 2% AVG. 33 °C MIN DESIGN TEMP -23 °C GROUND SNOW LOAD 30 psf WIND SPEED 136 mph 1. HIGH TEMPERATURE 2% AVERAGE BASED ON ASHRAE HIGHEST MONTH 2% DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION 2. MINIMUM DESIGN TEMPERATURE BASED ON ASHRAE MINIMUM MEAN EXTREME DRY BULB TEMPERATURE FOR ASHRAE LOCATION MOST SIMILAR TO INSTALLATION LOCATION 3. ALTERNATE POWER SOURCE PLACARD SHALL BE PERMANENTLY ATTACHED TO A/C DISCONNECT 4. ELECTRICAL INSTALL SHALL COMPLY WITH 2014 NATIONAL ELECTRICAL CODE 5. ALL SOLAR MODULES, EQUIPMENT, AND METALLIC COMPONENTS SHALL BE BONDED 6. IF THE EXISTING MAIN SERVICE DOES NOT HAVE VERIFIABLE GROUNDING ELECTRODE, IT IS THE PV CONTRACTOR'S RESPONSIBILITY TO INSTALL A SUPPLEMENTAL GROUNDING ELECTRODE 7. EACH MODULE SHALL BE GROUNDED PER MANUFACTURER INSTRUCTIONS AND APPROVED METHODS 8. PV INSTALLATION SHALL NOT OBSTRUCT ANY PLUMBING, MECHANICAL OR BUILDING ROOF VENTS 9. CONNECTORS THAT ARE NOT READILY ACCESSIBLE AND THAT ARE USED IN THE CIRCUITS OPERATING AT OR OVER 30V AC OR DC SHALL REQUIRE A TOOL FOR OPERATING AND ARE REQUIRED TO BE MARKED "DO NOT DISCONNECT UNDER LOAD" OR "NOT FOR CURRENT INTERRUPTING" 10. THIS SYSTEM IS IN FULL COMPLIANCE WITH THE COLORADO FIRE CODE FOR PHOTOVOLTAIC INSTALLATION AND ARTICLE 690 OF THE NATIONAL ELECTRIC CODE (NEC NFPA 70) 11. BUILDING CONSTRUCTION TYPE: TYPE V 12. BUILDING OCCUPANCY TYPE: R3 ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 Z w m _w F— ch � O 00 J 00 w Z ui 2 U xo w� CL od 00w w 0Y w 't PV Instalkidw Professk)ml 1�,:4 LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: HUMOR en COM1rnnc 10 -5501 EXPIRATION:TION: 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: LOCATION NOTES PV 3.0 cityf Wheat Ridge �%g I)i\.A$.\o SOLAF ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z w co w F-- M U) Of CD O W J VO w Zw U of w� a� C-6 Lo 00 04 = 2 Lc)� w w PV Installation Professional mw-d+r LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: ^UTMOR'ze°cor.Tancrox: 10 -5501 EXPIRATION: (/Q/Tfj�_fl 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: c4p,D0 LI Fy • s s; 4 3 • • Y P,Q •;10/17/ •: �,� •• • SHEET: �FSS�ONALti �� MOUNTING PV 4.0 City Of, Wheat Ridge OR, /a�9 DivISN THIS PV SYSTEM WILL HAVE THE FOLLOWING MARKINGS: 1 -- MATERIALS USED FOR MARKINGS WILL BE WEATHER RESISTANT. THE UNDERWRITERS LABORATORIES MARKING AND LABELING SYSTEM 969 (UL969) WILL BE USED AS STANDARD TO DETERMINE WEATHER RATING. 2 -- MARKING STATING "CAUTION: SOLAR ELECTRIC SYSTEM CONNECTED" WILL BE PLACED AT THE MAIN SERVICE DISCONNECT. 3 -- MARKING STATING "WARNING: PHOTOVOLTAIC POWER SOURCE" WILL BE PLACED ALONG DIRECT CURRENT CONDUIT, RACEWAYS, ENCLOSURES, CABLE ASSEMBLIES, AND JUNCTION BOXES. 4 -- THE MARKING WILL BE MADE TO THE FOLLOWING SPECIFICATIONS: • RED BACKGROUND • WHITE LETTERING • MINIMUM 3/8" LETTER HEIGHT • ALL CAPITAL LETTERS • ARIAL OR SIMILAR FONT, NON -BOLD • REFLECTIVE, WEATHER RESISTANT MATERIAL SUITABLE FOR THE ENVIRONMENT (DURABLE ADHESIVE MATERIALS MAY MEET THIS REQUIREMENT) 5 -- MARKING WILL BE PLACED ON ALL INTERIOR AND EXTERIOR CONDUIT, RACEWAYS, ENCLOSURES, CABLE ASSEMBLIES, AND JUNCTION BOXES TO ALERT THE FIRE SERVICE TO AVOID CUTTING THEM. MARKINGS WILL BE PLACED ON ALL EXTERIOR DC CONDUIT, RACEWAYS, ENCLOSURES, AND CABLE ASSEMBLIES EVERY 10 FEET, AT TURNS AND ABOVE AND/OR BELOW PENETRATIONS AND ALL DC COMBINER AND JUNCTION BOXES. ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 Z w cow F— M O w 00 o J VO w z 111 U ofo w� a � od Lo Q >_N w z> Lr)� w Of w ,r PV lr rtallatlon Professional LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: nvn+oRr�u coxrnncraa 10304593-5501 EXPIRATION: l/Q7if�'_ f_I 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: SHEET: SYSTEM MARKINGS PV 5.0 City o",, Wheat �/a�9 SOLAR PV SYSTEM EQUIPPED WITH RAPID SHUTDOWN TURN RABID SHUTDt}WN SWITCH TO THE "OFF' POSJTION TO SHUTDOWN PV SYSTEM AND REDUCE SHOCK HAZARD IN ARRAY NEC 690.15 & NEC 690.56 (B), (C) LOCATED ON THE AC DISCONNECT NEC 705.12 (B)(2)(3)(B) PLACED NEXT TO THE SOLAR PV BREAKER ON THE MAIN SERVICE PANEL FOR LINE -SIDE TAPS ONLY: LOCATED AT THE MAIN DISCONNECT IN MAIN SERVICE PANEL FOR LINE SIDE TAPS ONLY: LOCATED AT THE SOLAR BREAKER IN LINE SIDE TAP OCPD DISCONNECT BOX *ARNING ELECTRIC SHOCK HAZARD TERMINALS ON THE LINE AND LOAD SIDES MAYBE ENERGIZED -!l. w! IN THE OPEN POSITION NEC 690.13 & NEC 690.15 PLACED ON ALL JUNCTION BOXES WARNING... PHOTOVOLTAIC SYSTEM � COMBINER PANEL DO NOT ADD LOADS NEC 705.12 (B)(2)(3)(B) PLACED ON THE SOLAR COMBINER PANEL NEC 690.54 & NEC 690.13(A), (B) PLACED ON THE AC DISCONNECT ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888)781-7074 z w m _w M �o w �00 J VO w Z o ui = U U)o aQ� °6 ul N = W Lc) � ilfw 1435111210 InsWiation LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: AvrxO4Cor C'roR 10304593-5501 EXPIRATION: 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES: SHEET: SYSTEM MARKINGS PV 6.0 City of wheat Ride 0 9 DiviS� r ION 4801 N UNIVERSITY AVE, SUITE 900 THIS PV SYSTEM WILL HAVE THE FOLLOWING MARKINGS • PROVO csss� 781-707 04 .a 6 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT city 00. THE AC DISCONNECT. W heat R�d9e 7 --PV PRODUCTION SHALL BE RATED AT 200A. 4/a09 Div+s`°' SHEET: UTILITY MARKINGS PV 7.0 z w m _w i— F— M O w 00 00 1 --PRODUCTION METER SOCKET SHALL BE IN COMPLIANCE WITH SECTION 4.11 OF THE XCEL oco ENERGY STANDARD. La- FK06 LQ C� C N = � 2 --PV PRODUCTION METER SHALL HAVE THE PV GENERATION WIRED TO ITS LINE SIDE w w w TERMINALS (TOP OF METER BLOCK). 3 --PV PRODUCTION METER SHALL HAVE A STAMPED BRASS, ALUMINUM, OR STAINLESS `IfaUMagonM STEEL TAG INDICATING THE ADDRESS INCLUDING UNIT, AND "PV PROD" IN ACCORDANCE ITH THE REQUIREMENTS FOR METER IDENTIFICATION IN SECTION 4.14.4 OF THE XCEL LICENSED ELECTRICAL CONTRACTOR ENERGY STANDARD, COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: 10304593-5501 EXPIRATION: 11/30/2019 Ao Ox Cox Crok. 4 --PV PRODUCTION METER SHALL BE LOCATED WITHIN 10 FEET OF THE MAIN BILLING METER. SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 5 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PHOTOVOLTAIC SYSTEM DRAWN BY: ADDITIONAL NOTES: CONNECETED" REQUIRED AT THE MAIN BILLING METER. 6 --A YELLOW PLACARD WITH BLACK LETTERING STATING "PV AC DISCONNECT" REQUIRED AT city 00. THE AC DISCONNECT. W heat R�d9e 7 --PV PRODUCTION SHALL BE RATED AT 200A. 4/a09 Div+s`°' SHEET: UTILITY MARKINGS PV 7.0 PV MODULE SPECIFICATIONS MODULE MAKE AND MODEL SILFAB SLA 300M MAXIMUM POWER (DC) 300 WATTS MAX POWER -POINT VOLTAGE (VMPP) 32.8 VOLTS MAX POWER -POINT CURRENT (IMPP) 9.16 AMPS OPEN CIRCUIT VOLTAGE (VOC) 39.85 VOLTS SHORT CIRCUIT CURRENT (ISC) 9.71 AMPS TEMPERATURE COEFFICIENT VOC -0.3 %/°C MAXIMUM SYSTEM VOLTAGE 1000V DC (UL) THWN-2 OR NM (ROMEX) (EGC) PV CIRCUIT 1: 11 MODULES/PARALLEL MICRO -INVERTER SPECIFICATIONS INVERTER MAKE AND MODEL ENPHASE IQ7-60-2-INT RATED OUTPUT POWER (AC) 240 WATTS NOMINAL OUTPUT VOLTAGE (AC) 240 VOLTS MAX OUTPUT CURRENT (AC) 1.04 AMPS MAX INPUT VOLTAGE (DC) 48 VOLTS MAX INPUT CURRENT (DC) 15 AMPS MAX OCPD RATING (AC) 20 AMPS MAX NUMBER OF PANELS PER CIRCUIT 15 THWN-2 OR NM (ROMEX) (EGC) AA COMBINER PANEL VISIBLE LOCKABLE "KNIFE" A/C • • • ENVOY IQ 125A/240V DISCONNECT 30A/240V (DRAWS 0.22 AMPS) E= 10 A XCEL ENERGY 200 A PRODUCTION METER • • • _ (RATED FOR 200 AMPS) C PV CIRCUIT 2: 10 MODULES/PARALLEL • • • KITH MICRO -INVERTER ATTACHED AC PHOTOVOLTAIC SYSTEM RATINGS MAX AC OPERATING CURRENT 21.84 AMPS MAX AC OPERATING VOLTAGE 240 VOLTS *ROMEX WILL BE RAN THROUGH THE ATTIC WHERE POSSIBLE *IF REQUIRED PER MANUFACTURE SPECIFICATIONS A MINIMUM OF 6AWG WIRE OR REDUCING LUGS WILL BE USED GOING INTO THE PRODUCTION METER ** IF MORE THAN 12 CONDUCTORS, TWO SEPARATE RACEWAYS MAY BE INSTALLED WITH NO MORE THAN 12 CONDUCTORS IN EACH RACEWAY OTHERWISE, #8 WIRE AND 3/4" CONDUIT MUST BE USED WHERE APPLICABLE 20 A 20 A JUNCTION BOX LOCATED ON ROOF A B L M l_J C 30 EXISTING 240V/200A BUSBAR RATED LOAD -CENTER (NON -CENTER FED) PANEL. BREAKER WILL BE FURTHEST POSITION AWAY FROM DISCONNECT. RACEWAY AND CONDUCTOR SCHEDULE TAG CONDUCTOR TYPE MINIMUM WIRE SIZE # OF CONDUCTORS RACEWAY / CABLE TYPE MINIMUM CONDUIT SIZE A ENPHASE Q -CABLE (USE -2) 12 2 USE -2 / FREE AIR N/A BARE COPPER (EGC) 6 1 BARE / FREE AIR B THWN-2 OR NM (ROMEX) * 10 4 EMT / ROMEX 3/4" THWN-2 OR NM (ROMEX) (EGC) 10 1 C THWN-2 6 3 EMT 3/4" THr WN -2 (EGC) 8 1 I - ION 4801 N UNIVERSITY AVE, SUITE 900 PROVO, UT 84604 (888) 781-7074 Z W m W_ M 07 Ix o =)00 _I VO O W Zw U fto Lu E2 0- 06 LQ N = 2 u')3 W Ir W E PV Installal m Prolesskmall myr s++ LICENSED ELECTRICAL CONTRACTOR COMPANY: ION DEVELOPER LLC CLASSIFICATION: ELECTRICAL CONTRACTOR LICENSE NUMBER: Av Ont�CONra,.CrOK 10304593-5501 EXPIRATION: 11/30/2019 SYSTEM SIZE: 6.30 kW DC 5.04 kW AC 21 MODULES DATE: 10/15/2018 DRAWN BY: NN ADDITIONAL NOTES SHEET: 1 -LINE EL 1.0 City of Wheat Ridge /a79 Mils'°� 1 1. THE ENPHASE IQ6, IQ7, M250 M215 PV MODULE FRAMES ELECTRICAL LISTED MOUNTING HARDWARE. IN AN ION (M215-60-2LL-SXX-IG), AND C250 FOURTH EQUIPMENT, AND CONDUCTOR ENPHASE MICROINVERTER SYSTEM, IF THE 4801NUNI PROVO, UT 84604 PROVO, UT 84604 (888) 781-7074 GENERATION MICROINVERTERS MEET THE ENCLOSURES SHALL BE PROVIDED WITH MICROINVERTERS AND MODULES ARE z w REQUIREMENTS OF THE NATIONAL EQUIPMENT GROUNDING. 690.43(C) BONDED TO THE RACKING ASSEMBLIES m _w co ELECTRICAL CODE ARTICLE 690.35 FOR STRUCTURE AS EQUIPMENT GROUNDING WITH THE USE OF LISTED AND APPROVED w 0 CD 0 00 J V UNGROUNDED PHOTOVOLTAIC POWER CONDUCTOR ALLOWS FOR EQUIPMENT TO GROUNDING CLIPS OR GROUNDING = Z w U ryo w� SYSTEMS. NEC 690.35 ALLOWS FOR BE USED AS THE EQUIPMENT GROUNDING COMPONENTS, THE EQUIPMENT 06 uco Q N = PHOTOVOLTAIC POWER SYSTEMS TO BE CONDUCTOR IN A PHOTOVOLTAIC SYSTEM. GROUNDING CONDUCTOR PROVIDED TO � w INSTALLED WITH UNGROUNDED SPECIFICALLY, "DEVICES LISTED AND THE MICROINVERTERS THROUGH THE PHOTOVOLTAIC SOURCE AND OUTPUT IDENTIFIED FOR GROUNDING THE METALLIC ENPHASE ENGAGE CABLE MAY ALSO BE PV Installation CIRCUITS. SYSTEMS THAT MEET THE FRAMES OF PV MODULES OR OTHER USED TO GROUND THE OTHER Professional t Eu,:4 ®^. REQUIREMENTS OF NEC 690.35 ARE EQUIPMENT SHALL BE PERMITTED TO BOND PHOTOVOLTAIC SYSTEM COMPONENTS. LICENSED ELECTRICAL CONTRACTOR EXEMPT FROM THE SYSTEM GROUNDING THE EXPOSED METAL SURFACES ORION LA SIFICATION:RLLC ELECTRICAL CONTRACTOR REQUIREMENTS OF NEC 690.41 SYSTEM OTHER EQUIPMENT TO MOUNTING ICENSE NUMBER: AQTMORaFD 10TION: -5501 '�"R^�°N�/VQ7J/afl 1(/30/2019 YSTEM SIZE: 6.30 kW DC GROUNDING. SURFACES." THE DEVICES LISTED AND 5.04 kW AC 21 MODULES 2. NEC ARTICLE 690.43 EQUIPMENT IDENTIFIED FOR GROUNDING THE ATE: 10/15/2018 RAWN BY: NN GROUNDING SPECIFIES THAT ALL EXPOSED EQUIPMENT MAY BE STAND-ALONE ' DDITIONALNOTES: NON -CURRENT -CARRYING METAL PARTS OF GROUNDING COMPONENTS OR UL -2703 c,tyof m heat Ricyge ELECTRICAL NOT - I EL 2.0 City of "� Wheat Ridge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building F: 303.237.8929 August 10, 2018 Owner/Occupant 5285 Pierson Court Wheat Ridge, CO 80033 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700429 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — September 7th — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid eg co.us City of Wheat midge COMMUNITY DEVELOPMENT w-ww.ci.wheatridge.co.us City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director City of Wheat Ridge Residential Mechanic PERMIT - 201800805 PERMIT NO: 201800805 ISSUED: 03/22/2018 JOB ADDRESS: 5285 Pierson CT EXPIRES: 03/22/2019 JOB DESCRIPTION: Residential Mechanical Permit for installation of TraneXR16 3.5 ton, 15 SEER, A/C with AA 700 humidifier. *** CONTACTS *** OWNER (303)726-2106 MICHELLE STIEBEN SUB (303)668-4487 Eugene Willis 170665 Smith and Willis HVAC LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,048.00 FEES Total Valuation 0.00 Use Tax 106.01 Permit Fee 140.90 ** TOTAL ** 246.91 *** COMMENTS *** *** CONDITIONS *** Work shall comply with 2012 IRC & 2014 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. 1, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of theAPKrty and am authorized to obtain this permit and perform the work described and approved in conjunction with this_permit. 1 further a t tha I amally authorized to include all entities named within this document as parties to the work to be performed a a or erformed is disclosed in this document and/or its' accompanying approved plans and specifications. gn re of O ER��r CONTRACTOR (Circle one) Date This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to t obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and 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 field inspection. 0, 1/ Signatut I o ui Date REQUESTS MUST 8 MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat ), COMMUNITY DEVEi.OPMENT Building 8 Inspection Services Division 7500 W. 291h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 ' Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(a)ci.wheatridge.co.us FOR OFFICE U E ONLY Date: Plan/Permit # 1� �m LJ Plan Review Fee: C� ! l d Building Permit Application ' Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.' Property Address: Property Owner Email Mailing Address: (if different than property address) Address: 2�Lm City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: Phone: Contractors City License Phone:��— Contractor E-mail Address: C(Rcy- kin, (Mci Go \U lam. a_' M Sub Contractors: Electrical: ELJC(_) W.R. City License #0zG3 CA Other City Licensed Sub: City License # Plumbing: N 10, W.R. City License # Other City Licensed Sub: City License # `-5 r1 �V\ Vl d W, �� ''s Mechanical: W.R. City License #>�r (-,CC i �v6H� Complete all information on BOTH sides of this form ❑ COMMERCIAL [RESIDENTIAL 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.) EIRESIDENTIAL 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.) - Sq. FULF Amps Btu's Squares Gallons Other, l3 Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ t)IGbt ., Ow'NER/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 1 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. CIRCLEO.VE: (OWNER) (CO<NTRACTOR) or (AUTHORIZED REPRESEAT.9TIVE) of (OWNER) (CONTRACTOR) PRINT NAME: Y j f<iU ,�_ OC&�Q.:�,- SIGXATL RE: ZONING COMMMENTS Reviewer BUILDING DEPARTMENT COMMENTS Reviewer. PUBLIC WORKS COMMENTS Reviewer PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY DATE: -J-Z„u1 -I V OCCUPANCY CLASSIFICATION. TYPE OF CONSTRUCTOON SPRINKLERED OCCUPANT LOAD Building Division Valuation: $ n ro O r a N W o z� �p n H a a n W to a b cn �ro x a r R m b h j N tOS a rt � w K y x n f,. H. N o m 0 r O A y�y C z m h n to 2 a O n 0 rt 0 (D n G N m p n m t N p H x N r 0 n wo mww P- " � O A \ J m !D O m r NOO l0 th b y O y - o o o rn m m W N ro m a n z " ,,, tr. �d v a x �. y G W z a La s o 40 0 t1i o or o m m o f"rt G w o' a to G ` 1 " H N n O n O a n w o u (cD N th W ►.� n t: It n p F' w G rt E rt t7 z y o O a b. a m l0 3 F,. O C1 mE N� F y m Q rn 0 H W a o "a 10O m O O l/ �/��'��.1 O ,7th tQ m H 0 w rt x ro m ~ m W W /yam v4 rn (04)w p mrr b CrC tl O r Ki FI-F00 es,. n G ro W 0 tQ O� nrr O rt N CJ t w ° a" ~ tS n O f] N a m fl N z a ro!� r• o m a s m �. o to y /p �1 N Oy 0 r- w o O a ron rt °n (D a m m o - n m n O z x o r p w o "n N n m a � O J m a w N O a 0 F, m m 00 525�ti 17� �, Ct IN TYON E!CCiR®► INSPECTION ONLINE FORM: http://www.ci.whieatridge.co.us/forms.aspx?fid=79 INSPECTION REQUEST LINE: (303) 234-5933 0ccUPI :7c_�ff yp:e Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Comments Initials Concrete Encased Groun EG) Foundation / P.E. Letter Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground/Slab Inspections Date Inspector Comments Initials Electrical Sewer Service Plumbing _ 4�, -- Do Not Cover Underground or Selow/l ab Work Prior To Approval Of The Above Inspections Rough Inspections Date �I"nspector Inspector In els Comments Wall Sheathing & Parking/ Planning Dept. V(0/19 -- Mid -Roof Final Electrica! --- Lath / Wall Tie Final Plumbing Rough Electric " -- Rough Plumbing/Gas Line • �� % Rough Mechanical Roof Rough Framing L --- Final Window/Doors Rough Grading Insulation ! Drywall Screw / Nail A°� �, c y ., — 1 �F-- 1,4,:' '`— Finallnspect;ons Date pec Comments _7Landscaping 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. & Parking/ Planning Dept. V(0/19 ROW & Drainage / Public Works Dept. _?_ / Floodplain Inspection (if applicable) — -- — Fire Inspection / Fire Protection Dist. Final Electrica! •, Final Plumbing y g Final Mechanical • �� % — Roof --- Final Window/Doors ! Final Building �� 11 J6 NOTE: All items must be completed an approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does riot 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 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: I � _S Job Address: '37 '�6 S P,.a S(,Vk C -t. Permit Number: 'l i) i -,-� 11 r, U -11 AR F 2 u0::> t ❑ No one available for inspecti oa Mme cf �►S AM PM Re -Inspection required: Yes -'o *When corrections have been made, cal or re -inspection at 306-Z34-5933 Date: 1,16/ i - Inspector: DO NOT REMOVE THIS NOTICE ackflow Consulting TestingRepair, & Inc Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: T261311 Test Date/ Time: 2/5/2018 Tester Certification #: 6-1190 Assembly Test Results ® Pass 11:08:43 AM ❑ *Fail Water Supplier: Meter #: Service Location: REMINGTON HOMES a Facility Address: 5285 PIERSON CT City:WHEATRIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES aq. Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 ,O - Primary Contact JIM CESSNA (720) 380-3020 :� tir. a� Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: El RP El DC ® PVB (_1 Air Gap ❑ Domestic ® Containment ❑ Horizontal :5 Size: .75 Date Installed: ElFire El Containment by Isolation ® Vertical Up ❑' E ® New ❑ Existing ❑ Glycol ❑ Isolation ❑ Vertical Down ❑' ® Irrigation Previous Assembly #: ❑ Recycled Location: Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.8 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑Leak ❑ Leak u (RP, DC) ❑ Tight ❑ Tight M Relief Valve (RP) M 2 Buffer CZ (RP) Air Inlet 4.6 c (PVB) Shutoff Valve #1: ❑Ti ht FILeaking ❑Re laced Shutoff Valve #2: ❑Ti ht [—]Leaking ❑Re laced Back Pressure: Eyes ❑No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: BOTH SOV CLOSED UPON ARRIVAL. LEFT CLOSED AFTER TEST o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: 41-Z Turn Off Date/Time: Turn On Date/Time: x 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. L Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick VincentPhone: Signature: Certificate Expiration Date: 1/27/2021 Date: 01/24/2018 5285 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 11/1 Supervisor: Jim Cessna Climate Zone 0 Subdivision: Quail Ridge Plan Name: 715 Prepared by: n rgyLo gi analysis. Insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energy INSPECTION RESULTS: Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: rI Lighting/Appliances d IECC and Energy Star Air Sealing vI Insulation Inspection @ Final HVAC Inspections V Ventilation Systems �✓ Water Heaters ei Mechanical Systems Room by Room Air Pressure Balancing V 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: DAS Remington Homes �3I I rnnr+Gilc,�.rc 5285 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 11/1 .,dry..ir"ix4n�.p.�".5,.`ie,p.®...�--..�-,........ _...�e..-.. _._...-..... ....... .. .. ....:........ .............. .. ... ... ...... ............ `iI y..� Attic access panels/drop-down stairs gasketed with >/= R-10 insulated IECC ALL cover. If latches are used they are functional. ESv3 - 4.10 RFC Result: 40 1/24/2018 Complete Attic Hatch with gasket and attached insulation Sump pump covers mechanically attached with full gasket seal or ' ESv3 - 4.1 RFC equivalent. Esv3wm - 1.7 Result: 1 40 1/24/2018 1 Completely seal sump pit cover Collect Store and Verify HVAC Contractor Checklists and/or Design Reports Result: V V 1/24/2018 Mechanical System #1 V Passed Nice Work --Items corrected on re -inspection Builder Sign Off - Builder will correct item without re -inspection X Failed iI Failed - Builder must submit photo of correction in lieu of re -inspection ESv3 - 4.1 RDRC Prepared By: Mark Lane 719-243-5147 mark.lane@nrglogic.com EnergyLogic, Inc www.nrglogic.com .(970) 556-0839 PO Box N Berthoud, CO 80513 Date: 1/24/2018 5285 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 11/1 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 715 Prepared by: OnergyLogic analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energy- 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: DAS H Remington Homes " BUILDING SHELL/BLOWER DOOR TES...._ Insulation Type R- Value 2x4 Walls Target Measured 2,159.70 1283 CFM@50 20121ECC 23 CFM50 CFM50 CFM/Envelope 0.00 CFM/SF N/A ACH@50 3.00 ACH50 1.78 ACH50 nACH 0.00 nACH 0.00 nACH House to Garage Connection N/A N/A HVAC (CAZ) to Garage N/A N/A House to CAZ N/A N/A BUILDING SHELUINSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 2x6 Walls 23 inch Insulated Sheathing N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Common wall to garage 23 inch Party Wall N/A Framed Basement Walkout/Garden Wall N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Knee Wall 15 inch 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 N/A Crawl Ceiling N/A ,eiling Insulation Type R- Value Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Blown Attic 50 Card Vaulted Ceiling N/A Batted Ceiling N/A Cathedralized Attic/Roof Deck N/A =oundation Insulation Type R- Value Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl 19 Framed Foundation Wall N/A Conditioned Crawl Space Wall N/A Slab Edge Under Slab N/A N/A Window Type Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATION Flow Volume SPOT VENTILATION master bath master toilet shared bath U Value SHGC 30 30 34 31 Target Measured 73 CFM to CFM 173 CFM Measured 63 CFM 58 CFM 63 CFM MECHANICAL SYSTEM #1 Furnace - Conditioned Are External Static Pressure Design Static Measured Pressure Rough Total Static Pressure N/A N/A Final Total Static Pressure N/A 0.2 iwc (50 Pa) MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 1/24/2018 INSPECTION RESULTS: Builder Sign -off Items Include: • Attic access panels/drop-down stairs gasketed with >/= R-10 insulated cover. If latches are used they are functional. • Sump pump covers mechanically attached with full gasket seal or equivalent. 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 ROOM AIR PRESSURE BALANCING Measured master 1.6 Pa bedroom 0.8 Pa bedroom fi�dt 1.9 Pa ..,, _. , �:. MECHANICAL SYSTEM #1 Furnace - Conditioned Are External Static Pressure Design Static Measured Pressure Rough Total Static Pressure N/A N/A Final Total Static Pressure N/A 0.2 iwc (50 Pa) MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 1/24/2018 INSPECTION RESULTS: Builder Sign -off Items Include: • Attic access panels/drop-down stairs gasketed with >/= R-10 insulated cover. If latches are used they are functional. • Sump pump covers mechanically attached with full gasket seal or equivalent. 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 U Ln O Co N 00 O 00 �p N ryko � rf .. �ko aj Q) E N © 7 O >. z C .� C m w m 0� 0` cc w ,id u 44 V C •om 400 4-J GJ 0 C cr W a Vi C di' a W ++ �•'k �gs �O X N L • +� AF •� o �► m Q Ov,r rn 0 Ln Ln �► �' CJ J O ° Om E. a G. vN ` a w� (p 7. 3 y.r MM' •'4c`.� Aas-+Ol .3SQN N G Q r6 C V y CO E N 00 >v 00 V ++ + R m O O tog 0i A �. C i'� 1— 0. to Qi W �i X X a.+ °' a' m v. z e m° o c or a •' •�- c c o c w m C) 0 \\ V W W N W qC Q: L1. = Q. ON 0 O err Z t p V1 —O: H � ars r iA C C 3 M O M M O Q L 4 W r 5a �E m l' x= o d H H D 3 M O M M O 0% L m 00-0 6 a O: C � W a a.. m E W L m H � 0 E v O C 0 = v °° v 9- 2uzMvai0 F 4 W r 5a �E m l' x= o d H Remington Homes EnergyLogic Builder Mame: Rating Company: Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5285 Pierson Ct Rating Date: 01/24118 Wheat Ridge, CO Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includesA comprehensive water management system to comprehensive air sealing, quality-installed insulation protect roofs, walls, and foundations and high-performing windows to deliver improved comfort and lower utility bills. LM Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1283 CFM50 (1.8 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below-grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U-Value: 0.30 SHGC:0.30 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high-efficiency healing, cooling system, and Energy efficient products to help reduce utility bills, V ventilation system that is designed and installed for while providing high-lquality performance, optimal performance. ENERGY STAR Qualified Lighting: 100% Total Duct LeakageDuct Leakage to Outdoors 88 CFM25 Rough-In, with Air 1 CFM25 ENERGY STAR Qualified Appliances and Fans: Handler Refrigerators:0 Dishwashers:1 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: 5 Furnace • Natural Gas - 92.1 A FUE Primary Water Heater (System Type - Fuel Type - Efficiency). Primary Cooling (System Type - Fuel Type - Efficiency): Water Heater- Natural Gas • 0.68 Energy Factor NIA This certificate provides a summary of the major energy efficiency and other construction T � features that contribute to this home Deming the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional" The Home Energy Rating System is a nationally-recognized Home Home Homes uniform measurement of the energy efficiency of homes. rre�nv,), Note that when a home contains multiple performance levels for a particular feature (e.g., loom it I I I i M V wndow efficiency or insulation levels), the predominant value is shown. Also, homes may be certified to earn the ENERGY STAR using a sampling protocol„ whereby one home is randomly O Se10CtB() from a Set of tieme5 for representative IRSp@C110R5 and testing.. Insuch cases, the E.riy E."lly features found'.in each homo within the set are intonded to meet or m—nd the values presented on this certificate . The actual values Tor your home may differ, but otter equivalent or better penomtance. T"his certificate,,vas printed using Ekotrope- (V�ion 2.2.2.1944). chis Hama orort asxn Learn more at www.ertergyst:xr.gov7homefeatures IECC 2012 Performance Compliance Property Organization 402.4.1.2 Remington Homes EnergyLogic 5285 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01124118 passes by 17.8% Rater ID (RTIN): 8664221 Template - Remington - 715 FB Whe Builder RESNET Confirmed 5285 Pierson Ct Remington Ekotrop( Remington Homes Annual Energy Cost Design 402.5 IECC 2012 403.2.2 Performance Heating Area -weighted average $645 Cooling $153 Water Heating U -Factor $130 SubTotal - Used to determine compliance $928 Lights & Appliances $902 Onsite generation $0 Total $1,831 QnergyLogic As Designed 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 17.8% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist M Design exceeds requirements for IECC 2012 Performance compliance by 17.8%. Name: Organization: Mark Lane EnergyLogic Signature:,. Date: Jan 24, 2018 Ekotrope RATER - Version 2.2.2.1844 IECC 2012 Performance compliance results Calculated usinq Ekotrope's energy algorithm, which is a RESNET Accredited HERS Ratinq Tool $484 $149 $130 $763 $886 $0 $1,649 V LO LO N N U U W LL. U U CD o � c> Q) a an to � 0 Q cu J cu CD V CO Y � J 1" V ^C 1..1 CD LO O O LL z� d E L° W 70 70 C CD C� CC N a - O O .JO ff3 U) `o LL >1 n� C W Co (q O 0 cB Ct3 Z v as c� cm C 6� Z 4) CC r, O 7- U d O� O Ln 2i LlV co co N r a a.+ Cts C: O O b (D C/D O C"7 aj is O 'C1 c K w co CJ N N C cuD �i d V C O N c cu MW IECC 2012 Label 5285 Pierson Ct HERS(�,) Index Score: 56 Building Envelope Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab. R-0 Infiltration: 1283 CFM50 (1.8 ACH50) Duct Insulation: R-0 Duct Leakage: 1 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0.300 Door: R-7 Mechanical Equipment Specs Heating: Furnace • Natural Gas - 92.1 AFUE Cooling: N/A Hot Water: Water Heater • Natural Gas - 0,68 Energy Factor Builder uilder or Design Professional Signature'. 2005 EPAct Energy Efficient Home Tax Credit (1' 3-001) Property Organization Remington Homes EnergyLogic 5285 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01124118 Rater ID (RTIN): 8664221 Template - Remington - 715 FB Whe Builder RESNET Confirmed 5285 Pierson Ct Remington Ekotrop( Remington Homes RESNET Confirmed Rating. Normalized Modified End -Use Loads (MBtu year) Category 2006 IECC 50% As Designed Target Heating 34.7 28.7 Cooling 4.6 6.1 Total 39.3 34.8 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 nergyLogic enol{414. incl pill. vnie •II Envelope Loads (MBtu /year) Category 2006 IECC As Designed 90% Target Heating 62.5 36.7 Cooling 8.3 7.7 Total 70.8 44.4 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 1.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2016. Name: Mark Lane Organization: EnergyLogic Signature: Date: Ekotrope RATER - Version 2.2.2.1844 This information does not constihde a warranty or qua rantee of home energy performance. Jan 24, 2018 Air Leakage Report Property Organization Remington Homes EnergyLogic 5285 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/24/18 Rater ID (RTIN): 8664221 Template - Remington - 715 FB Whe Builder RESNET Confirmed 5285 Pierson Ct Remington Ekotropr Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1283 ACH50 (Calculated) 1.8 ELA [sq. in.] (Calculated) 70.6 CFM50 (Calculated) 1283 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] Leakage to Outdoors [CFM25 / 100 s.f.] Leakage to Outdoors [CFM25 / CFA] Total Leakage Test Type Total Leakage [CFM @ 25 Pa] Total Leakage [CFM25 / 100 s.f.] Total Leakage [CFM25 / CFA] 1.0 0.0 0.000 Rough -In, with Air Handler 88.0 2.0 0.020 Mechanical Ventilation Rate [CFM] 73.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 73.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 73.0 Ekotrope RATER - Version 2.2.2.1844 nergyLogic anclYal s. In clyhf. anfr�rr. RESNET HOME ENERGY QnergyLogic RATING Standard Disclosure a.aA„9 For homes) located at: 5285 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: [:]A. The seller of this home or their agent F] 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 F] 4. The Rater or Rater's employer is a supplier or installer of products, which may include.- Products nclude: Products HVAC systems Installed in this home by Rater F]Employer OR is in the business of DRater DEmployer Thermal insulation systems Rater Employer Rater Employer Air sealing of envelope or duct systems E]Rater Employer DRater Employer Energy efficient appliances Rater Employer Rater Employer Construction (builder, developer, construction contractor, etc) E_jRater Employer DRater []Employer Other (specify): y)I Rater Employer Rater Employer [] 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 4: 8664221 Name: Mark Lane Signature: ." L 'A'� Organization: EnergyLogic Date: Jan 24, 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/RES N ET_Mortgage_lndustry_National_H E RS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 i CITY OF WHEAT RIDGE Building Inspbction Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /AIP6A - , ei0) -, - yMr, Job Address:. ea Sa�t1 C Permit Number: L2076,0z 1 6 ❑ No one available for inspection: Time! IN/.PM Re -Inspection required: Yes , No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: ,�oA/(��Ifzj� DO NOT REMOVE THIS NOTICE Z City of ]�,�` `JET heat l dge COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for front yard landscaping at 5285 Pierson Court. The escrow is in the amount of One thousand dollars and zero cents ($1500.00) for installation of front yard landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: Established seed and/or sod consistent with state stabilization requirements ❑ Other: Escrow expires June 24, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: Name l -zs -1 Date City of IRKMMUNiTy Wheat -Midge DEVELOPMENT Landscapinm Escrow Agreement This agreement made this 24th day of January 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 5285 Pierson Court 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 Business Address / Phone Date Title City of Wheat Ridte, Colorado J By��G iJ Title: Date: 1-2-5- i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y o9 i` I/ P, Job Address: S a 8 .5 P, 0 r 5,v -5 C f. Permit Number: Zo +-1 0 <z� y Z!j Q V g V,_�>v-,-A ❑ No one available for inspection: Time 1 ,' I5- ('I /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:)( •-3 g (I -Is Inspector _ 1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _]��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 'fvsoQ <:i - Permit Number: 2GI�QoGj2r-(-( ❑ No one available for inspection: Time aye ---r---'AM/PM Re -Inspection required: Yes /"No t, When corrections have been made, call for re -inspection at 303-234-5933 Date: I Z% Z$lq Inspector: ) &Nf"'�) l 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 ' , I Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time Un �:)U (AM M Re -Inspection required: Yes No When corrections have been made, call f e -inspection at 303-234-5933 Date: i 3U, 0 Inspector: C L&_ DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:2-1 Permit Number: %lam ❑ No one available for inspection: Time _�5 -'PINI Re -Inspection required: Yes r No When corrections have been made, call for re -inspection at/303-234- Date://, 03-234-Date:/ ' Inspector: DO NOT REMOVE THIS NOTICE i CITY,'OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: - Job Address: Permit Number: 766 � 9 ❑ No one available for inspection: Time (XM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Al' /7—Inspector: (moi 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: '_7:>1 ' . `J keavk Job Address: 5W5 ► _5e 4 C1 Permit Number: 76(�) ZZ;, ❑ No one available for inspection: Time & ;'ANI/PM Re -Inspection required: Yes �Noj When corrections have been made, call for re -inspection at 303-234-5933 Date: % `%' / / Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: rr! Job Address: ;� a Permit Number: r,f>,� �f ? �- pq ❑ No one available for inspection: Time. AAMI PM Re -Inspection required: Yes \ No When corrections have been made, call'for re -inspection at 303-j234-5933 Date: r ' I /7 Inspector: -J_-Vr DO NOT REMOVE THIS NOTICE t i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: !! 10 Job Address:�''CT Permit Number: ❑ No one available for inspection: Time A. AM/PM Re -Inspection required: Yes (`No When corrections have been made, call for re -inspection at 303-234-5933 Date: 0 Inspector:__4k I 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: Permit Number: 7,1-V 7 O q ❑ No one available for inspection: Time M Re -Inspection required: Yes (NO) When corrections have been made, call for re -inspection at 303-234-5933 Date:&' q' /7 Inspector: )elm(7_1111/,_1110r_ '_ DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office * (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: -4 Job Address: Permit Number: U No one available for inspection: Time �—(XMipm Re -inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: r DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ielzietse Job Address:J�-�� C �` Permit Number: ❑ No one available for inspection: Time !� AM/PM Re -Inspection required: es Not When corrections have been Made, call for re -inspection at 303-234-5933 Date: ✓ / 'F' 1-7 Inspector: Jerlv 6 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: / liky<13' 3 i�e�ugh Job Address: ) ef-SC"-f C - Permit Number: c -0/70L95 2 ❑ No one available for inspection: Time r1 )PM Re -Inspection required: /Yes /No When corrections have been made, call for re -inspection at 303-234-5933 Date:-//' F, /7 Inspector:y' 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: � -�`i Fk c �- Job Address:/ aSe�c./ (f r Permit Number: /%O0 ❑ No one available for inspection: Time M Re -Inspection required: (Yes /)No When corrections have been made, call for re -inspection at 303-234-5933 Date:-//' ` (5" 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 Inspection Type: h�L Job Address: S ►P-TS6�1 Permit Number: 2027606L-26 ,�>. _ ❑ No one available for inspection: Time ( . hAMJ.PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date://,F-)7 03-234-Date://'-)7 Inspector: 3e7v�;;�4rt_ DO NOT REMOVE THIS NOTICE r` S A i ` "CITY OF WHEAT RIDGE - Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: - / -� �tc (- Permit Number,: ❑ No one available for inspection: Time/ '> AM/PM Re -Inspection required: Yes . No When corrections have been made, call for re-insp%o t* of 303-234-5933 Date: tJ- f f.? �� Inspector: 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: VA/w L c - .,,16 Job Address: ZRr 1 ,!� C 7— Permit Number: "ZO / 7 00 ❑ No one available for inspection:,,Time AM/PM Re -Inspection required: Yes /Z When corrections have been made, call for re-inspe ction 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 NOTJCE Inspection Type: Job Address: Permit Number: ❑ No one available,for inspectio : Time ` AM/PM 1 Re -Inspection required:, Yes No *When correc ion%s have been made, call for re-inspJecction:at 303-234-5933 Date: l;1 Inspector: DO NOT REMOVE THIS NOTICE 0 i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F -,Mf Job Address: s2- fS )IZ5,!.'i*j C Permit Number: 20 1-7 C. YZ q ❑ No one available for inspection: Time AM/PM Re -Inspection required: �g No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEATRIDGE _:��Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Re -Inspection required: Yes Lo ; 40, When corrections have been made, call for re -in ""/ at 303-234-5933 Date:,� ' 1.� A_. ! Inspector: C A i CITY OF WHEAT RIDGE 9r(303) Building Inspection Division _:�(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax j INSPECTION NOTICE Inspection Type: j 0 LA-" Job Address: n -ir R I 6Q Permit Number: A 0 f -7 l" 4 q ❑ No one available for inspection: Time/ 7—."61� AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -in spe tion at 303-234-5933 Date: - 3-0 Inspector: DO NOT REMOVE THIS NOTICE +%t f CITY OF WHEAT RIbGE ` Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax t,. INSPECTION NOTICE Inspection Type: L \. Job Address: a �' f-1,' � Permit Number: ------------- -r f% o rt m z 6 t1y R (1 S f{ r- J J L, oz u ❑ 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'. THIS NOTICE r City of Wheat Ridge Single Family - New PERMIT - 201700429 PERMIT NO: 201700429 ISSUED: 06/28/2017 JOB ADDRESS: 5285 Pierson CT EXPIRES: 06/281/2018 JOB DESCRIPTION: New single family detached with 2 car front load and 1 car side load garage; Unfinished basement; 3 bedroom; 2 bathroom; Unfinished basement - 1,469 sf; Main floor - 2,147 sf; Garage - 685 sf; Covered porch - 88 sf; Covered patio - 150 sf; 4,512 total sq ft *** CONTACTS *** PROJECT VALUATION: 272,880.94 OWNER REMINGTON HOMES OF COLORADO IN Total Valuation Plan Review Fee GC (303)420-2899 M. 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: 272,880.94 FEES Total Valuation Plan Review Fee 0.00 1,461.14v A Use Tax 4,911.86 -ID Permit Fee 2,247.90 Engin. Review Fee 150.00_-- ** TOTAL ** 8,770.90 *** 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. For one- or two-family dwellings, the first twenty-five feet (251) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25 river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with. Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. 36 4 �- City of Wheat Ridge Single Family - New PERMIT - 201700429 PERMIT NO: 201700429 ISSUED: 06/28/2017 JOB ADDRESS: 5285 Pierson CT EXPIRES: 06/28/2018 JOB DESCRIPTION: New single family detached with 2 car front load and 1 car side load garage; Unfinished basement; 3 bedroom; 2 bathroom; Unfinished basement 1,469 sf; Main floor - 2,147 sf; Garage - 685 sf; Covered porch - 88 sf; Covered patio - 150 sf; 4,512 total sq ft 1, by m 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 1 am t7�e 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 enu I further attest that I am le ally authorized to include all entities named within this document as parties to the work to be perfoprted and that all work to be,�performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signa. e OWNER or CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po plans 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 madebe granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subjectto the standard requirements, fees andprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 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 Drvision 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 U4hMq1g of a periji all no be Jonstrued to be a permit for, or an approval of, any violation of any provision of any applicable code r . ordina e or r is jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequestgei.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of ��Wh6at-1 ie COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE VSE ONLY Date: q�f���_� Plan/Permit # �y, 1 �UAJ Plan Review Fe *" Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.'** Property Address: Property Owner Email; Mailing Address: (if different than property address) Address:7`�� Cl��j\j& 4� City, State, Zip: !4c�ck I CL Q Architect/Engineer: Lf -CFc� _&1+ 'Tnc, Architect/Engineer E-mail: I _ �46�NiU4L)CnUQhone:� Contractor: Contractors City License #: _ d (P UlJr) Phone: Contractor E-mail Address: Sub Contractors: Electrical: L- I aJ 00) F_1017c� W.R. City License # C) 1 Other City Licensed Sub: City License # Plumbing: M l Awm i It i boo, W. R. City License # C)19'-6 yj J Other City Licensed Sub: City License # Mechanical: � of Qc , W.R. City License # %CG S ip Complete all information on BOTH sides of this form Descriution 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.) OLW ! ► I ) CA("-FCtn+ I CkI4 God, \ �- '3' &Q- \oad.q nt a 0 n C� b 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) OWNEWCONTRACTOR 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. CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED PRINT NAME: DEPARTMENT ZONING COMMMENTS: Reviewer V V BUILDING DEPARTMENT COMMENTS: Reviewer: ATIVE) of (OWNER) (CONTRACTOR) ONLY DATE: t� OCCUPANCY CLASSIFICATION: PUBLIC WORKS CO ENTS: �� `�'� , t -o .� v� t o wti �-�.�5 "^-��^-� �� Reviewer: hl�.� '. c b ��y�.�,c �� tiCi j� �r `4 a �� `y�J�efS--� C.-1 s d,- J l.✓ � C -s PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required J Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ Cily (4' whCatRidoc PUlii IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29h Ave. Wheat Ridge, Co 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: t'3 ADDRESS:-- --> ��C> -� 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 "'w-ci-wheatridge.co.us Rev 2108~ t City of BWheat -Midge LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: S 1-7 Location of Construction: S Zoe b k Purpose of Construction: S % wQ � e-. (— A -1 (b L, i c�J (� Single Family Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $ ((Do (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multi-Familv Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents (Fee includes reviews of the I' and 2nd submittals): .......................... $600.00 • Traffic Impact Study Review Fee: (Fee includes reviews of the 1" and 2nd submittals): .......................... $500.00 • Trip Generation Study Review Fee: .................................................. $200.00 O & M Manual Review & SMA Recording Fee ................................ $100.00 ' 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 4th submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ............. ................................................... $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance):/ ,� o PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 12/12 �° City of SINGLE FAMILY/DUPLEX I Wheat -Midge BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: -" `1 Location: S Z `d SJ k ('t C_+ . ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a 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 #6ff E) efer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes ►/ No Completed b. curb & gutter: Yes ✓ No Completed c. sidewalk: Yes _✓ No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: i/ Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. W/ 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. Signature Date -J 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature 6. ✓ Stipulations: Mark Van Nattan Date 7. �A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. y 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. 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O I D_ Asx 0 O I I I h m r' T�V9,- J J J I w I J I� aQ``s �I %6°Q z Q�0O NO d813S �. Oos---� Q w Li F- U Q W-10 m m ~QZ0!: Ol[ 1..� N X00 ri(n z i �S /_� O lZOf Z ao rNi / v ` Q O J a d a � r=- m C-) N r ^ N U N • :N2130NOO AO S31ON J a a Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: _57" 2 j + e- r ,so Y) CA Quail Ridge Estates Subdivision, Lot #: I 1 Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: 3 J sq. ft. 3 3 O sq. ft. 3 0 f 3 sq. ft. 41- % Accessory Building Coverage 11 0. sq. ft. (not to exceed 600 sq. ft.)��� Main Building Setbacks Required Provided Front 20' Interior Side 5' Side on street 10' J Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? t,j P (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) _Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side facade 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 ❑ II hetscli 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. H O M E S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 June 5, 2017 City of Wheat Ridge 7500 W. 291h Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5285 Pierson Ct. PLAN CHECK: 201700429 Dear Mr. Slusser, We have addressed and/or corrected the list of items that were specified in reference to the above plan check number. Please review the following responses: 1. The building codes have been provided on sheet A-1. 2. Square footage summary has been provided on sheet A-1. 3. A sheet index is provided on sheet A-1. 4. The engineer has stamped and signed the structural drawings. 5. Note #57 has been added to sheet A-2 to separate 1 -car garage from residence by use of 5/8" Type "X" G.W.B. 6. A note for the basement bathroom rough in has been added. 7. A note has been added to sheet A-4 for the address numbers. 8. A window and door schedule has been provided on sheet A-2. 9. We have submitted the manuals with the original submittal, we have added the HERs rating for this home with this re -submittal package. 10. A note has been added to sheet A-2 for third party inspection of backflow preventer. 11. The isometric on sheet A-2 has been updated to show all fixtures. 12. The design calculations for the steel beams are with this submittal package. 13. Sheet D-2 has been updated to show a l Omil polyethylene vapor retarder is required 14. Sheet S-1 has been updated to specify basement floor reinforcement. 15. Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. Respectfully, Megan parks Remington Homes Wheat Ridge City of Community Development WheatR�Oge Building Plan Review Plan Information Project Address: 5285 Pierson Court Plan Check: 201700429 Date: 5/30/17 Date: 2012 International Building Code with Wheat Ridge Amendments 2012 International Residential Code with Wheat Ridge Amendments 2012 International Plumbing Code with Wheat Ridge Amendments 2012 International Mechanical Code with Wheat Ridge Amendments 2014 National Electrical Code with Wheat Ridge Amendments 2012 International Fuel Gas Code with Wheat Ridge Amendments Applicable Codes 2012 International Energy Conservation Code with Wheat Ridge Amendments 2012 International Fire Code with Wheat Ridge Amendments 2012 International Property Maintenance Code with Wheat Ridge Amendments 2015 NFPA 99 Standards for Health Care Facilities 1997 Uniform Code for the Abatement of Dangerous Buildings Design Criteria Frost Level: 36" Below Grade Snow Load: 30 Lbs Per Sq Ft, 30 Lbs Drift I Wind Load: 105 MPH W 3 Sec Gust Ex osure: C Seismic Zone: B Building Code Summary I Occupancy Classification: R3 Sprinkled/Non-Sprinkle red: NS Type of Construction: VB Contact Information Structural Engineer: Gerard Meiser Phone: 303 940-0996 Email: office@geistructural.com Contractor: Remington Homes I Phone: 303 420-2899 Email: ms arks@remim onhomes.com Correction Requirements We have reviewed the above referenced project for Architectural, Structural, Electrical, Mechanical and/or Plumbing issues. The following comments/corrections on the above referenced project must be addressed in order to complete the plans review process. Please submit revised drawings and a written response to each of the items listed below. Please be advised, there may be additional comments from other departments or agencies that could impact these comments. Your response may trigger additional items. If you are submitting revisions, identify all changes from the last submittal using clouding and identifying with a delta and revision number. Include delta and revision number in the title block with the date of the change. This office will not accept plans or revisions drawn in pencil, highlighter, or "white out". Wheat Ridge �of Community Development WheatR d e Building Plan Review Review Comments General Comments Item Number Sheet Number Description Provide Building Code data on plans: 2012 International G1 A-2 Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge Local amendments Approved: Yes No Provide a square footage summary for each of the G2 A-1 following: livable area, unfinished basement, garages, patio, and covered porch. R106) G3 Provide sheet index. G4 Please be aware that: All sheets, prior to permit issuance, shall be stamped and signed by the respective design professionals. Review is limited to the contents of the plans submitted A4 A-2 and any errors or omissions contained herein shall not G5 Please be aware that: be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. It is the responsibility of the architect to install corrected G6 Please be aware that: sheets in the plans. The old sheets must stay with the building department for comparison. G7 Please be aware that: Prior to CO or final, the GC shall provide as built in PDF. Approved: Yes No Architectural Comments Item Number Sheet Number Description The 1 -car garage shall be separated from the Al A-2 residence by not less than %" gypsum board applied to the garage side. (IRC Table: R302.6) Provide keynote. Approved: Yes No Clarify if bathroom is to be installed in basement. A2 A-1 Provide keynote if just for rough in plumbing only. Note that approved numbers or address shall be provided in such a position as to be plainly visible and A3 A-4 legible from the street or road fronting the property. Address to be a min. of 4" in height. (R319.1 Please provide window and door schedule A4 A-2 Approved: Yes No Ener2v Comments Item Number Sheet Number Description Submit for review a project specific completed ResCheck EN1 or Energy Compliance Report from an energy rating company. Approved: Yes No �/� Wheat Ridge City of Community Development WheatR�e Building Plan Review Plumbing Comments Item Number P1 Sheet Number Description P1 A-2 Note third party inspection required at back flow preventer P2 A-2 Show water closets on waste plumbing isometric and fixture schedule. It is noted as Lav on drawings. Approved: Yes No Structural Comments Item Number Sheet Number Description S1 Submit design calculations for steel beams at main floor. A (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than 6" shall S3 S-1 be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). S3 S-1 Specify slab reinforcement in basement floor Provide statement of required special inspections and S4 S-2 structural observations. (IBC 1701) Approved: Yes No If you have any questions or need assistance please contact me at 720.404.4538 or email me at randyslusser@caaprofessionals.com Thank You Randy Slusser I* x O O Q' LL U O T- CD O \ O M � U) N r x T ai 0 2 LL U O LO c Z U c m E N t6 m le x O ❑ a O Z) r m w !n Z) co Z N J Oy Z) U j � Op U �w O w r wz m Zw W `m wN Q' CO 2 O a m �m ❑ WN W x n > J 0z awm W w 3� w x pU fAZF LU =d' U) r Z r W❑ Z a zwQ W Fp W O m m r W iL U w J Q LL Z OZ -JdH V w LLZ _ 2 U� L OF- z = F- O a a w CoQ z w N � g maMp a jo m0 ❑r 2-a M0 a w ❑ zUJ. m=z (Y00 W F --w w Q J U w = 0 r Z Z W- 3 z x W 2 0 Z W F- EO Z d �} 0 F= O m W O x z r � O w m❑ cr ❑z c7 w D N m rm w�- ¢w r LL w0 0 °p Z m=w } r ()0 W ,F- U U) W N z CL W} Z J W m Q r a Z a Z w w U Z Oo F �❑ w F ? a x r W } w z0 Q- a SZ ; w w rw mw U) �m F- -i a> �o >o z WW a ZO OUO w_0 w0 w a0 J m n ww 7 K Ww< 2 Lwp a a.m W d rm- w w W w wr0 U) Uww I= -w m R 0 w z 0 W a0 r m J z❑ W mop raw D _¢ } m Z W J wOU y�J W rm ra _<zOOWmUW _ad U) O Z J ). a}x zw uP 0, w� �am° O a NW Z Z z� Q J w lwL Cl) U J J J w -i z r Z U) O Q da am0 �0 Q R O a� LL U) "') Q 0 a U 0 a x n T T co CM m mJ in LO N T E = C) O _m C FL = O � � L O .� a. 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BY DATE SUBJECT J4:PAI" !�4- 1 �V�-A SHEET No. CHECkED- DATE -71 z�; -1 OF JOB NO. 7no7p, FA T 117 � 4 m r e: STRUCTURAL ENGINEERS n c. BY -� M DATE 6 1 `I CHECKED DATE SUBJECT. 14�lr-�'rVt-4 SHEET NO. 2 OF 2 JOB NO. I � o07L7 ,S : - i I ..._... - ------- - -- -- -- - -- - - I—t- I -- j if I f I 7i A- ; i s _ j f I I I ! I f - - -- -- 4 ! 1' 1 16 -4- -----+----- i i ' - -- I ' - -- -'-- - - I i — - --- Ju, I I I ! i iFt i I I I I i I if ! f l I Oji I j N r Vim. N Q7 E 0 Z of�ay) m/ Yl L.L LL 0) V' i� L V CL O LU r2 EW 0 0 n l U 'J, . { � 'CO 1f .. Qj CA L O O 3 O T! m �o � o'er 4 E TO OD If cu c � s' 4)O LO U _ p U U 4i u.3 r- c a) > dC1 / � i. co co r M 'a M m o � O C) D EMO 0MO z (n - = O N cw O MO - au 4'u7'IT CN(D00 r- NwwNt-te 66- w U 69 0 Lo� ca ' P P C 4 "gO `4 d o v Q � v N 0 D T tri N a �0�«ga)N o 00 I W N W I.!) r N Q !� 14s P d U) o a n D E W O @ W @ m Z C=1J N c: co u Q N om_ Oo N C TL'U = n 2 v ni �aU cn LL Q M Q R Q co o -C ? C G @ @ N d E 0 o© L_7S v T +N . @@ "gO `4 d o v Q � v N 0 @ LL T tri N c W = W I W N LL W cO d U) o n @ W @ m Z C=1J u Q N om_ Oo N N TL'U = n w U u- N0 = �_ @ Q U v ni U1 er M LL Q M Q R G @ @ N d E EE.0 OS C v TJ Si T +N . @@ yp E_°o° k- (D co � _p O 'ro 'O cV N U` c ? 'o IL o @ = U S 0 0 .c L, ro E J Q OU�rn�n Z "gO `4 d o v Q � v N ENERGY STAR V3 Home Report Property Remington Homes 5285 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected J 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. J Envelope insulation achieves RESNET Grade I installation, or Grade Il with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. J Duct insulation meets the EPA minimum requirements of R-6. J Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. Rnergy u � c C, � a is HERS Index Target Reference Home HERS 86 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 73 As Designed Home HERS 58 As Designed Home HERS w/o PV 58 Normalized, Modified End -Use Loads (MBtu / yeas) ENERGY STAR As Designed Heating 52.3 32.5 Cooling 11.5 52 Water Heating 10.9 7.8 Lights and Appliances 37.4 29.2 Total 112.1 74.7 This home MEETS or EXCEEDS the energy efficiency requirements ' for designation as an EPA ENERGY STAR Qualified Home. MM HERS Index w/o PV <= HERS index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 316 Carbon Dioxide (CO2) - tons/yr 5.3 Cooling 75 Water Heating 41 Lights & Applicances 283 Generation Savings 0 Total 714 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5285 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing passes by 9.7% IECC 2012 Performance $686 $134 $148 $967 $936 $0 $1,903 fey gic rn.r�r. ... � a Ste' 402.5 Area -weighted average fenestration SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist ,.1nr As Designed Design exceeds requirements for IECC 2012 Performance compliance by 9.7%. Name: Peter Oberhammer Organization: EnergyLogic $594 $132 $148 $874 $919 $0 $1,793 Signature: A '___1 �� Date: Jun 02, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1701 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rating Tool, i Building Summary Property Organization Remington Homes EnergyLogic 5285 Pierson C1 Peter Oberhammer Wheat Ridge, CO 80033 46.2 Exposed Exterior Conditioned Space BsmUGround Unfinis R-19 Draped Full Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Mc General Building Information Number Of Bedrooms -3 Insulation Feet From Wall Top To Insulation inspection Status Results are projected W nergylio'gic Number Of Floors Conditioned Floor Area [sq. ft.] Unconditioned, attached garage? Conditioned Volume [cu. ft.] Number Of Units Residence Type Model Community Basement Wall Name Library Type 1 4,302 Yes 43,162 I Single family detached 715 FB - Custom Wheat Ridge Height Above Grade Depth Below Grade Perimeter Location interior Shell Location Bsmt/Garage Un R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space BsmUGround Unfinis R-19 Draped Full 1 7 175,2 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated Top Bottom R-19 Draped Full .................... N/A - ------------ N/A Yes 19 Slab Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location Grf BSMI Uninsulated 221 Below Grade 123 0 2,145.0 sq- ft. Exposed Exterior Conditioned Space Slab Library Name Wall Construction Slab Complete[ Underslab insulation Perimeter Insulation Perimeter Insulation R R Value Type Insulated. Width (ft] Depth [ft) Uninsulated Wood Frame I Other No 0 0 0 0 Framed Floor Name Library Type Carpet R Floor Grade Surface Area Location Interior Shell Location Property Organization Remington Homes EnergyLogic 5285 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Location Interior Shell Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ride Absorptance ramed Floor Library L Name 12" R50 16"CIC BF G1 Exterior cant Rim Joist Name Ambient Garage Rim Joist Library List Name R2°0 Wail R _ ....... 46.08006 Inspection Status Results are projected Library Type Surface Area Location R 23.0._v 1762 sq.Exposed ti Exterior R 23.0 47.2 sq. M Unconditioned, attached garage R 23 OkA ° e spaly�l�. lrtktgM. •pgic Interior Shell Location Conditioned Space Conditioned Space Name Library Type Common Wall Emittance Solar Surface Color Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 0 9 0 75 Medium `87.8 sq ft. Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 130.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 09 0.75 Medium 471.8 sq. ft. Unconditioned, Conditioned Blown Fiberglass attached garage Space Kneewall 2x6 2x6 R23 16°' OC 0 0.8 0.75 Medium 312.8 sq. ft. Attic Conditioned Blown Fiberglass Space Left 2x6 2x6 R23 16'0,C 0 0.9 0.75 Medium 616 0 sq, ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC u 09 075 Medium 5252 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Wall Library List Name R 1 Building Summary L ic sna1T ¢nsrrsrs. Property Organization Remington Homes EnergyLogic 5285 Pierson CI Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ride Glazing Name Library Wall Basemen,OverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatic Surface Location Interior Type Assignme Wait Deptli Ft To Top Ft To Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 Low E .30 Back 2x6 0 0 0 0.85 0.7 1 1 West 232.0 Sq. Exposed Conditione /30 ft. Exterior Space Back bsmt Low E .30 BsmVGrou 0 0 0 0.85 0.7 0.7 0.7 West 40.0 sq. Exposed Conddione /30 Unfinis ft. Exterior Space Front 2x6 Low E .30 Front 2x6 0 0 0 0.85 0.7 1 1 East 11.3 sq. Exposed Conddione /30 It, Exterior Space Left 2x6 Low E 30 Left 2x6 0 0 0 0-85 0.7 1 1 South 90.0 sq. Exposed Conditione /30 ft. Exterior Space Left bsmt Low E .30 BsmVGrou 0 0 0 0.85 01 07 0.7 South 40.0 sq. Exposed Cond€ hone /30 Unfinis ft. Exterior Space Right 2x6 Low E .30 Right 2x6 0 0 0 0.85 0.7 1 1 North 38.0 sq. Exposed Condflione /30 ft. Exterior Space Right bsmt Low E .30 BsmVGrou 0 0 0 0.85 0.7 0.7 0.7 North 20.0 sq. Exposed Conditione /30 Unfinis ft- Exterior Space Glazing Library List Name Low E .30 L30 Skylight .._ _.,. e Skylight Library List Shgc R 0.3 3.33333 None Present I Opaque Door Name Library Type Wall Basement Wall Assignment Assignment Front 2x6 R 6.6 no storm Front 2x6 Garage R 5 Garage Garage 2x6 Entry y W Emittance Solar Surface Calor Surface Area Location Interior Shell Absorptance Location 09 075 Medium 24.0 sq. ft. Exposed Conditioned Exterior Space 09 075 Medium 20.0 sq. it Exposed Conditioned Exterior Space � � r Property Organization Remington Homes EnergyLogic 5285 Pierson C1 Peter Oberhammer Wheat Ridge, CO 80033 Bullder Temptate - Remington - 715 FB Custom Wheat Rldc Remington Homes Template - Remington - 715 FB Custom Wheat Ride Opaque Door Library List Name R 5 Garage Entry R 6.6 no storm R 6.59979 Inspection Status Results are projected ' Roof insulation Name Library Type Roof -Deck Clay or Emntance Solar Surface Color Surface Area Area [sq. ft.] Concrete Roof Absorptance Tiles flat R-50 BF 24"oc 2,156 No 09 0.9 Dark 2,156.0 sq. ft. Roof Insulation Library List Name Has Radiant Barrier R-50 BF 24'bc No Conditioning Equipment Name Air conditioner (3) 13SEEPJ36BTU 3 ton Fuei-fired air 92.1 AFU'E l 80K distribution (1) Water Heating (2) w62 EF 176 RE 150g Library Type Equipment Type. 13SEERI36BTU 3 ton 5F; Fuel Type Electric Distribution Type Forced Air Motor Type- Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/h] 36 50.68123 vlty of iii-vqv tboiC a�o�Y •is. testy Yl.. r+. - . .g Divison• l Location Interior Shell Location Attic Conditioned Space Heating Percent Load Cooling Percent Load Hot Water Percent Load -------- 0 % 100% 0% 100% 0°% 0% 0% 0% 100% Building Summary Property Organization Remington Homes EnergyLogic 5 1 285 P lerson Ct Peter Ciberhammer Wheat Ridge, CO 80033 Tank Capacity (gal-) 50 Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Rldc Equipment Type: 92.1 AFUE 180K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 921 AFUE Heating Capacity [kBtu/h] 74 Use default EAE No EAE [kWh] 692 Type: w62 EF / 76 RE 150g Fuel Type - Natural Gas IEquipment Distribution Type kydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal-) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 0.76 Whole House Infiltration Infiltration Measurement type 3 ACH at 540 Pa Blower-cloor tested Inspection Status Results are projected I 4 city (DnergyLogic �%rtjg Un . N.I11111111111"WR4, lIV4%ww, Mechanical Ventilation Ventilation Type Ventilation Rat Cubic Operational hours per clay Fan Watts Runs once every three Energy Recovery Percent Feet Minute] hours Exhaust Only 73 24 15 Yes 0 Lighting % Interior Efficient Lighting 100 Onsite Generation % Exterior Efficient Lighting 0 None Present % Garage Efficient Lighting 0 �n��t Ria Building Summary fob 0 g Property Organization Remington Homes EnergyLogic 5285 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Builder Results are projected Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc t Onsite Generation Library List _. None Present Sour Generation None Present Solar Generation Library List 2 None Present Distribution System Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 4302 Return Grilles 4 Supply Duct R Value 0 Return Duct R Value 0 Supply Duct Area [sq_ ft_] 1161.54 Return Duct Area [sq. fl_I 860.4 Duct Leakage to Outdoors (CFM25) 1 Total Leakage [CFM @ 25Pai 1 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 Duct 2 Duct Location Conditioned. Space Percent Supply Area 0 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 Property Organization Remington Homes EnergyLogic 5285 Pierson Ct Peter OberhaMMeF Inspection Status Wheat Ridge, CO 80033 are projected Hot Water Recirculation System? BuilderResults Template - Remington - 715 FB Custom Wheat Rjdc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc 500 kWhfYear Ceiling Fan Has Ceiling Fan No Cfm Per Waft 100 Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes D e Fuel Type Electric Cef 261739 Field Utilization Timor Controls Label Energy Rating 437 kWhNear Electric Rate Standard _667 Annual Gas Cost $23-00 Gas Rate $0.69/Therm Capacity 12 Imef 0.80737 Kitchen Appliance' Dishwasher Size Standard _667 Dishwasher Energy Factor Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhfYear (Dne1rq*E6gic 0-tyO.. [WoM. .*" �Jkhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smgth & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 1 Project Report General Project Information Project Title: Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Designed By: Andy O'Leary Project Date: Tuesday, March 28, 2017 Project Comment: Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303-688-1811 Company E-Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 i Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -44 Check Figures Total Building Supply CFM: 1,540 CFM Per Square ft.: 0.359 Square ft. of Room Area: 4,295 Square ft. Per Ton: 1,919 Volume (ft') of Cond. Space: 43,063 Building Loads Total Heating Required Including Ventilation Air: 52,821 Btuh 52.821 MBH Total Sensible Gain: 30,082 Btuh 100 % Total Latent Gain: -3,230 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,082 Btuh 2.51 Tons (Based On Sensible + Latent) i Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Divison M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 2 _ _ Miscellaneous Report _ _ System 1 Whole House System Outdoor _ Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 60.84 Summer: 94 59 12% 50% 75 -43.84 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.272 AC/hr 0.250 AC/hr 161 CFM 148 CFM Infiltration Actual: 0.298 AC/hr 0.278 AC/hr Above Grade Volume: X 35,524 Cu.ft. X 35,524 Cu.ft. 10,583 Cu.ft./hr 9,876 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 176 CFM 165 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 17.17 = (1.10 X 0.821 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -24.49 = (0.68 X 0.821 X -43.84 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.35 = (1.10 X 0.821 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (148 CFM) Summer Infiltration Specified: 0.250 AC/hr (148 CFM) o M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM -Residential 8� Light Commercial HVAC Loads Elite Software Development, Inc. [Rhvac mith &Willis HVAC LLC Remington Homes -Quail Ridge -Plan 715 - 5285 Pierson Ct ttleton,. CO 80125 Pa e 3 Load Preview Report Net ft.z Sen Lat Net Sen � ys Duct Scope Ton /Ton Area Gain Gain Gain Loss Htg Clg Act Size CFM CFM, CFM Building 2.51 1,919 4,295 30,062 -3,230 30,082 52,821 1,008 1,540 1,540 System 1 2.51 1,919 4,295 30,082 -3,230 30,082 52,821 1,008 1,540 1,540 25x17 Humidification 5,470 Zone 1 4,295 30,082 -3.230 30,082 47.351 1,008 1,540 1,540 16x16 1-Laundry 75 1,295 -180 1,295 1,497 32 66 66 5 2-Foyer 177 1,415 -99 1,415 1,468 31 72 72 6 3-Study 168 1,583 -103 1,583 2,757 59 81 81 5,5 4-Bath 73 530 -198 530 1,563 33 27 33 4 5-Bedroom 3/Opt Study 160 1,257 78 1,335 1,535 33 64 64 5,5 6-Kitchen/Dining 418 5,925 -448 5,925 5,233 111 303 303 7,7,7,7 7-Mud Room 76 374 -115 374 1,049 22 19 22 4 8-Great Roam 513 6,854 -511 6,854 7,130 152 351 351 7,7,7,7 9-Master Bedroom 264 3,322 -191 3,322 3,877 83 170 170 6,6,6 10-Master Bath 111 396 -69 396 815 17 20 20 4 11-WC 20 236 -65 236 596 13 12 13 4 12-Mstr WIC 99 500 -218 500 1,619 34 26 34 5 13-Unfinished Basement 1,576 6,230 -1,008 6,230 15,568 331 319 331 7,7,7 low option uses the greater of heating or cooling. 14-Crawl Space 565 162 -103 162 2,644 56 8 56 Not MDD: 1-4 Sum of room airflows may be greater than system airflow because system room airf C;ty of Ridge ,Peat ISO" gueldin9 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM low option uses the greater of heating or cooling. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 10Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 _ Page 4 Ma a D Ductsize Data-- Duct System 1 - Supply -� ---Duct Name, etc. 0.0003 Runout 0.0003 7 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 61.9 0.0003 Runout 0.0003 7 284 0.004 Up: ST -250 55 5.4 0.021 0.009 Rnd 18.7 7.7 43.3 0.013 Presize 76 34.2 0.341 0.459 ---Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 90.7 0.030 Runout 0.0003 7 284 0.005 Up: ST -280 55 5.4 0.021 0.014 Rnd 24.8 7.7 65.8 0.019 Presize 76 45.5 0.335 0,465 ---Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 86.9 Runout 0.0003 7 284 0.005 Up: ST -300 55 5.4 0.021 0.013 Rnd 24.8 7.7 62.1 0.018 Presize 76 45.5 0.336 0.464 ---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 93.7 Runout 0.0003 7 329 0.008 Up: ST -200 55 5.4 0.028 0.018 Rnd 29.5 7.7 64.2 0.026 Presize 88 54.1 0.327 0.473 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 84.5 Runout 0.0003 7 329 0.009 Up: ST -330 55 5.4 0.028 0.014 Rnd 32.0 7.7 52.5 0.023 Presize 88 58.6 0.331 0.469 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 83.1 Runout 0.0003 7 329 Up: ST -120 55 5.4 0.028 Rnd 26.7 7.7 56.4 Presize 88 48.9 0.333 ---Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 76.4 Runout 0.0003 6 290 Up: ST -320 55 4.7 0.027 Rnd 31.3 6.6 45.1 Presize 57 49.2 0.332 ---Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 54.7 Runout 0.0003 6 290 Up: ST -170 55 4.7 0.027 Rnd 31.3 6.6 23.3 Presize 57 49.2 0.337 ---Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 44.0 Runout 0.0003 4 229 Up: ST -270 55 3.1 0.030 Rnd 15.0 4.4 29.0 Presize 20 15.7 0.339 0.007 0.016 0.023 0.467 0.008 0.012 0.020 0.468 0.008 0.006 0.015 City of 0.463 Wheat Ride 0.004 g �ivi 8uildinse 0 0.009 .013 0.461 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 E Page 5 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) ---Duct Name; etc. Runout 0.0003 Runout 0.0003 Runout 0.0003 5 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 32.7 Runout 0.0003 4 149 0.001 Up: ST -160 128 3.1 0.013 0.003 Rnd 7.7 4.4 25.0 0.004 Presize 13 8 0.348 0.452 ---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 49.1 Runout 0.0003 Runout 0.0003 Runout 0.0003 5 484 0.006 Up: ST -290 55 3.9 0.084 0.035 Rnd 7.5 5.5 41.6 0.041 Presize 66 9.8 0.312 0.488 ---Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 4-G, Effective Length: 37.6 Runout 0.0003 Runout 0.0003 5 235 0.001 Up: ST -250 55 3.9 0.023 0.008 Rnd 3.7 5.5 33.9 0.009 Presize 32 4.8 0.345 0.455 ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 49.9 Runout 0.0003 Runout 0.0003 Runout 0.0003 6 367 0.005 Up: ST -330 55 4.7 0.040 0.015 Rnd 12.2 6.6 37.7 0.020 Presize 72 19.1 0.335 0.465 ---Duct Name: SR -230, Supplies: Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 66.0 Runout 0.0003 Runout 0.0003 5 301 0.009 Up: ST -280 55 3.9 0.036 0.015 Rnd 25.0 5.5 41.0 0.024 Presize 41 32.7 0.330 0.470 ---Duct Name: SR -240, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 47.1 Runout 0.0003 5 235 0.003 Up: ST -240 55 3.9 0.023 0.008 Rnd 10.8 5.5 36.3 0.011 Presize 32 14.2 0.343 0.457 ---Duct Name: SR -250, Supplies: Study, Fittings: 2-I, 4-H, Effective Length: 57.9 Runout 0.0003 5 301 Up: ST -220 55 3.9 0.036 Rnd 26.8 5.5 31.1 Presize 41 35.1 0.334 ---Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 53.7 Runout 0.0003 4 378 Up: ST -300 128 3.1 0.065 Rnd 24.2 4.4 29.5 Presize 33 25.3 0.320 ---Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 46.2 Runout 0.0003 5 249 Up: ST -270 128 3.9 0.023 Rnd 2.7 5.5 43.5 Presize 34 3.5 0.341 0.010 0.011 0.021 0.466 0.016 0.019 0.035 City of 0.480 Wheat RirlOC Ruildinq Dig 0.010 0.011 0.459 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 N Page 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. 0.0003 4 252 Up: ST -320 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP. -Avail- SPL.Cumul ---Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-H, Effective Length: 24.3 Runout 0.0003 4 252 Up: ST -320 128 3.1 0.032 Rnd 1.5 4.4 22.8 Presize 22 1.6 0.344 ---Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 59.9 0.000 Runout 0.0003 7 329 Up: ST -110 55 5.4 0.028 Rnd 26.8 7.7 33.1 Presize 88 49.2 0.338 ---Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 0.0003 Trunk 0.0003 15.2 557 Up: ST -110 55 20 0.032 Rect 0.7 10 0.0 Presize 774 3.3 0.355 ---Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 0.0003 Trunk 0.0003 15.2 255 Up: ST -190 55 20 0.008 Rect 3.2 10 0.0 Presize 354 15.8 0.352 ---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 0.0003 Trunk 0.0003 12.9 227 Up: ST -150 55 14 0.008 Rect 1.2 10 0.0 Presize 221 4.7 0.352 ---Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 0.0003 Trunk 0.0003 15.2 343 Up: ST -260 55 20 0.013 Rect 1.0 10 0.0 Presize 477 5 0.355 ---Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -240 55 14 Rect 1.0 10 Presize 108 4 ---Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -280 55 14 Rect 1.0 10 Presize 140 4 ---Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 15.2 Up: ST -220 55 20 Rect 1.3 10 Presize 333 6.7 111 0.002 0.0 0.354 0.000 0.007 0.008 0.456 0.007 0.009 0.016 0.462 0.000 0.000 0.000 0.445 0.000 0.000 0.000 0.448 0.000 0.000 0.000 0.448 0.000 0.000 0.000 0.445 0.000 0.000 0.000 0.446 144 0.000 0.003 0.000 0.0 0.000 0.354 City of 0.446 Wheat Ridge 240 0.000 0.007 ,Building Divir-,f- 0.000 0.0 0.000 0.355 0.445 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial. HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 E Page 7 Manual D Ductsize Data -Duct System 7 -Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 15.2 269 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 269 0.000 Up: ST -300 55 20 0.009 0.000 Rect 1.5 10 0.0 0.000 Presize 374 7.5 0.355 0.445 ---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 0.0 0.000 Trunk 0.0003 15.2 442 0.001 Up: ST -330 55 20 0.021 0.000 Rect 3.5 10 0.0 0.001 Presize 614 17.5 0.354 0.446 ---Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Up: Fan 55 Trunk 0.0003 15.2 395 0.001 Up: ST -290 55 20 0.017 0.000 Rect 4.0 10 0.0 0.001 Presize 548 20 0.353 0.447 ---Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 ---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 331 0.000 Up: ST -200 55 20 0.012 0.000 Rect 0.7 10 0.0 0.000 Presize 460 3.3 0.352 0.448 ---Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 2.3 10 Trunk 0.0003 15.2 200 0.000 Up: ST -320 55 20 0.005 0.000 Rect 4.0 10 0.0 0.000 Presize 278 20 0.352 0.448 ---Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 12.9 71 0.000 Up: ST -270 55 14 0.001 0.000 Rect 2.5 10 0.0 0.000 Presize 69 10 0.352 0.448 ---Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 12.9 13 0.000 Up: ST -170 128 14 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 13 5.3 0.352 0.448 ---Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 192.0 Trunk 0.0003 22.4 519 0.000 Up: Fan 55 25 0.017 0.032 Rect 0.8 17 191.2 0.332 Presize 1,533 5.8 0.356 c1ty (0.444 ---Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 Wheat Ridge Trunk 0.0003 15.2 621 0.001 Up: SMT -100 55 20 0.039 [wilding Di 0.000 Rect 2.3 10 0.0 0.001 Presize 862 11.7 0.355 "- 0.445 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 8_ Manual D Ductsize Data - Duct System I - Supply (cont'd) --Duct Name, etc. _ Trunk 0.0003 16.9 387 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 Runout 0.0003 Trunk 0.0003 16.9 387 0.000 Up: SMT -100 55 25 0.015 0.000 Rect 2.7 10 0.0 0.000 Presize 671 15.6 0.355 0.445 ---Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 Runout 0.0003 Trunk 0.0003 15.2 420 0.000 Up: ST -120 55 20 0.019 0.000 Rect 2.3 10 0.0 0.000 Presize 583 11.7 0.355 0.445 ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Runout 0.0003 Trunk 0.0003 12.9 264 0.000 Up: ST -340 55 14 0.010 0.000 Rect 1.8 10 0.0 0.000 Presize 257 7.3 0.354 0.446 ---Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 Runout 0.0003 Trunk 0.0003 12.9 286 0.000 Up: ST -180 55 14 0.011 0.000 Rect 0.7 10 0.0 0.000 Presize 278 2.7 0.352 0.448 ---Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 80.2 Runout 0.0003 7 412 0.009 Up: ST -130 128 5.4 0.037 0.021 Rnd 23.5 7.7 56.7 0.030 Presize 110 43.1 0.325 0.475 ---Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Runout 0.0003 7 Trunk 0.0003 15.2 343 0.000 Up: ST -130 55 20 0.013 0.000 Rect 1.0 10 0.0 0.000 Presize 477 5 0.355 0.445 ---Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 103.5 Runout 0.0003 7 412 0.011 Up: ST -310 128 5.4 0.037 0.027 Rnd 31.0 7.7 72.5 0.038 Presize 110 56.8 0.314 0.486 ---Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 118 0.000 Up: ST -310 55 14 0.002 0.000 Rect 1.8 10 0.0 0.000 Presize 115 7.3 0.352 city at 0.448 ---Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 3.8 _ r Wheat Rid e I Trunk 0.0003 12.9 264 0.000 Up: ST -140 55 14 0.010 Building Div' 0.000 Rect 3.8 10 0.0 0.000 Presize 257 15.3 0.354 0.446 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes E - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 9 Manual D Ductsize Data - Duct System _ 1 - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul i ---Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 442 0.001 Up: ST -210 55 20 0.021 0.000 Rect 4.0 10 0.0 0.001 Presize 614 20 0.353 0.447 ---Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-1, Effective Length: 43.7 Runout 0.0003 7 412 0.002 Up: ST -190 128 5.4 0.037 0.014 Rnd 5.2 7.7 38.5 0.016 Presize 110 9.5 0.336 0.464 ---Duct Name: SR -350, Supplies: Master Bedroom, Effective Length: 31.3 Runout 0.0003 6 290 0.008 Up: ST -150 55 4.7 0.027 0.000 Rnd 31.3 6.6 0.0 0.008 Presize 57 49.2 0.344 0.456 ---Duct Name: SR -360, Supplies: Kitchen/Dining, Fitting: 2-I, Effective Length: 37.6 Runout 0.0003 7 284 0.003 Up: ST -230 55 5.4 0.021 0.005 Rnd 13.2 7.7 24.4 0.008 Presize 76 24.1 0.347 0.453 ---Duct Name: ST -340, Feeds Into: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 15.2 185 0.000 Up: ST -230 55 20 0.004 0.000 Rect 0.8 10 0.0 0.000 Presize 257 4.2 0.355 0.446 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. F Summary Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,563 Main trunk airflow: 1,533 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -310 City os Smallest runout diameter: 4 SR -180 Wheat Ridge Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Building Divisors Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.488 SR -200 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 E Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Summary Return loss added to supply: 0.112 Total effective length of return ( ft.): 198.0 Crawl RA Total effective length of supply ( ft.): 251.6 SR -200 Overall total effective length ( ft.): 449.6 Crawl RA to SR -200 Design overall friction rate per 100 ft.: 0.111 (Available SP x 100 / TEL) System duct surface area (No Scenario): 1020.7 Total system duct surface area: 1020.7 City of Wheat Ridge llildin9 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 E Page 11 Manual D Ductsize Data - Duct System I - Return ---Duct Name, etc. Runout 0.0003 Runout 0.0003 12.2 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Kitchen Low, Returns From: Foyer, Fitting: 6-F, Effective Length: 31.7 Runout 0.0003 Runout 0.0003 12.2 495 0.000 Up: RT -200 75 16 0.033 0.010 Rect 1.2 8 30.6 0.010 Presize 440 4.7 -0.031 0.010 ---Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 27.3 ty 01 Runout 0.0003 6 224 0.002 Up: RT -230 75 4.7 0.017 0.002 Rnd 14.8 6.6 12.4 0.005 Presize 44 23.3 -0.038 0.005 ---Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 31.7 Runout 0.0003 6 306 0.005 Up: RT -230 75 4.7 0.028 0.004 Rnd 18.3 6.6 13.4 0.009 Presize 60 28.8 -0.033 0.009 ---Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 46.5 Runout 0.0003 7 262 0.002 Up: RT -160 75 5.4 0.018 0.007 Rnd 10.0 7.7 36.5 0.008 Presize 70 18.3 -0.032 0.008 ---Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 46.5 Runout 0.0003 7 262 0.002 Up: RT -240 75 5.4 0.018 0.007 Rnd 10.0 7.7 36.5 0.008 Presize 70 18.3 -0.032 0.008 ---Duct Name: Mstr Low B, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 122.6 0.0003 Runout 0.0003 7 296 0.004 Up: RT -130 75 5.4 0.022 0.023 Rnd 17.2 7.7 105.4 0.027 Presize 79 31.5 -0.013 0.027 ---Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 97.1 Runout 0.0003 7 296 0.004 Up: RT -140 75 5.4 0.022 0.018 Rnd 17.3 7.7 79.8 0.021 Presize 79 31.8 -0.018 0.021 ---Duct Name: Mstr High A, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 53.1 Runout 0.0003 7 296 0.003 Up: RT -150 75 5.4 0.022 0.008 Rnd 15.5 7.7 37.6 0.012 Presize 79 28.4 -0.028 0.012 ty 01 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 34.2 Runout 0.0003 12.9 447 0.000 (\WNb Up: RT -210 75 14 0.024 at` 0.008 Rect 0.7 10 33.5 0.008 Presize 435 2.7 -0.034 ng 0.008 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development,Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Pa e 12 Manual D Ductsize Data - Duct System 1 - Return (cont'd) ---Duct Name, etc. Trunk 0.0003 16.9 60 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 16.9 60 0.000 Up: RT -220 75 25 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 104 5.8 -0.042 0.009 ---Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 16.9 93 0.000 Up: RT -180 75 25 0.001 0.000 Rect 0.8 10 0.0 0.000 Presize 162 4.9 -0.042 0.112 ---Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 93 0.000 Up: RT -170 75 25 0.001 0.000 Rect 3.5 10 0.0 0.000 Presize 162 20.4 -0.042 0.112 ---Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 93 0.000 Up: RT -120 75 25 0.001 0.000 Rect 1.8 10 0.0 0.000 Presize 162 10.7 -0.042 0.112 ---Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 221 0.000 Up: RT -240 75 20 0.006 0.000 Rect 1.2 10 0.0 0.000 Presize 307 5.8 -0.040 0.027 ---Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 171 0.000 Up: RT -160 75 20 0.004 0.000 Rect 1.8 10 0.0 0.000 Presize 237 9.2 -0.040 0.027 ---Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Rect 6.7 Trunk 0.0003 15.2 114 0.000 Up: RT -150 75 20 0.002 0.000 Rect 1.5 10 0.0 0.000 Presize 158 7.5 -0.040 0.027 ---Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 57 0.000 Up: RT -140 75 20 0.001 0.000 Rect 6.7 10 0.0 0.000 Presize 79 33.3 -0.040 0.027 ---Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 167.1 (teat R ,,re Trunk 0.0003 18.6 751 0.000 Up: Fan 75 25 0.042 g{,ildiny ��,;, 0.069 Rect 1.0 12 166.1 0.069 Presize 1,564 6.2 -0.043 0.112 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 13 Manual D Ductsize Data - Duct System 1 - Return (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0 i Trunk 0.0003 15.2 696 0.000 Up: RMT -100 75 20 0.046 0.000 Rect 1.0 10 0.0 0.000 Presize 967 5 -0.042 0.030 ---Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 16.9 344 0.000 Up: RMT -100 75 25 0.012 0.000 Rect 2.5 10 0.0 0.000 Presize 597 14.6 -0.042 0.112 ---Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 32.8 Runout 0.0003 8 430 0.004 Up: RT -110 75 6.2 0.036 0.008 Rnd 12.0 8.7 20.8 0.012 Presize 150 25.1 -0.030 0.012 ---Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 3.7 Trunk 0.0003 15.2 588 0.001 Up: RT -110 75 20 0.034 0.000 Rect 3.7 10 0.0 0.001 Presize 817 18.3 -0.041 0.029 ---Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 12.9 447 0.000 Up: RT -120 75 14 0.024 0.000 Rect 1.7 10 0.0 0.000 Presize 435 6.7 -0.042 0.009 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.3 Runout 0.0003 4 665 0.028 Up: RT -220 75 3.1 0.190 0.014 Rnd 14.7 4.4 7.6 0.042 Presize 58 15.4 0.000 0.042 ---Duct Name: RT -240, Feeds From: Unfinished Basement, Effective Length: 11.3 Trunk 0.0003 15.2 271 0.001 Up: RT -200 75 20 0.008 0.000 Rect 11.3 10 0.0 0.001 Presize 377 56.7 0.040 0.072 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream=. with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary l Number of active trunks: 14 Number of active runouts: 11 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail E Ridge - Plan 715 - 5285 Pierson Ct Littleton CO 80125 Page 14 Manual D Ductsize Data - Duct System 9 - Return (cont'd) Summary Total runout outlet airflow: 1,564 Main trunk airflow: 1,564 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.9 RT-210 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.042 Crawl RA Return loss added to supply: 0.112 Total effective length of return ( ft.): 198.0 Crawl RA System duct surface area (No Scenario): 433.3 Total system duct surface area: 433.3 Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. i City of Wheat Ridge PuilDivison � ss � M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM FRhvac - Residential & Light Commercial HVAC Loads & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct n, CO 80125 Page 15 Tota_1B g Summary Loads _ _ _ Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 527.3 10,920 0 14,867 14,867 Remington Door: Door-R-5 17.8 246 0 89 89 R23: Wall-Frame, Custom, R-23 Wall 2x6 Framing 3038.7 12,999 0 2,695 2,695 R11 Draped-8: Wall-Basement, Custom, Basement 353 1,307 0 40 40 R11 Draped-9: Wall-Basement, Custom, Basement 196.6 716 0 15 15 R11 Draped-4: Wall-Basement, Custom, Basement 419.6 1,583 0 67 67 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1494.1 2,062 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor-Slab on grade, Vertical board 83 2,755 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil 21A-32: Floor-Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 36,355 0 19,884 19,884 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 176, Summer CFM: 165 10,996 -4,030 2,826 -1,204 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 14.92 gal/day : 5,470 0 0 0 AED Excursion: 0 0 4,052 4,052 Total Building Load Totals: 52,821 -3,230 30,082 26,852 Check Figures Total Building Supply CFM: 1,540 CFM Per Square ft.: 0.359 Square ft. of Room Area: 4,295 Square ft. Per Ton: 1,919 Volume (ft') of Cond. Space: 43,063 Building Loads Total Heating Required Including Ventilation Air: 52,821 Btuh 52.821 MBH Total Sensible Gain: 30,082 Btuh 100 % Total Latent Gain: -3,230 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,082 Btuh 2.51 Tons (Based On Sensible + Latent) Notes � Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge ,Building Divi. M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 16 System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 527.3 10,920 0 14,867 14,867 Remington Door: Door -R-5 17.8 246 0 89 89 R23: Wall -Frame, Custom, R-23 Wall 2x6 Framing 3038.7 12,999 0 2,695 2,695 R11 Draped -8: Wall -Basement, Custom, Basement 353 1,307 0 40 40 R11 Draped -9: Wall -Basement, Custom, Basement 196.6 716 0 15 15 R11 Draped -4: Wall -Basement, Custom, Basement 419.6 1,583 0 67 67 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation R50: Floor- 11.5 18 0 2 2 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1494.1 2,062 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor -Slab on grade, Vertical board 83 2,755 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil 21A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 36,355 0 19,884 19,884 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 176, Summer CFM: 165 10,996 -4,030 2,826 -1,204 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 14.92 gal/day : 5,470 0 0 0 AED Excursion: 0 0 4,052 4,052 System 1 Whole House System Load Totals: 52,821 -3,230 30,082 26,852 Check Figures Supply CFM: 1,540 CFM Per Square ft.: 0.359 Square ft. of Room Area: 4,295 Square ft. Per Ton: 1,919 Volume (ft3) of Cond. Space: 43,063 System Loads Total Heating Required Including Ventilation Air: 52,821 Btuh 52.821 MBH Total Sensible Gain: 30,082 Btuh 100 % Total Latent Gain: -3,230 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,082 Btuh 2.51 Tons (Based On Sensible + Latent) F Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of VVheat Rill' t3uilding D1W M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 _ Page 18 System 9 Room Load Summary _ Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Cig Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,497 32 5 - 1,295 -180 72 66 2 Foyer 177 1,468 31 6 - 1,415 -99 78 72 3 Study 168 2,757 59 5,5 - 1,583 -103 88 81 4 Bath 73 1,563 33 4 - 530 -198 29 33 5 Bedroom 3/Opt 160 1,535 33 5,5 - 1,257 78 70 64 Study 6 Kitchen/Dining 418 5,233 111 7,7,7,7 - 5,925 -448 328 303 7 Mud Room 76 1,049 22 4 - 374 -115 21 22 8 Great Room 513 7,130 152 7,7,7,7 - 6,854 -511 379 351 9 Master Bedroom 264 3,877 83 6,6,6 - 3,322 -191 184 170 10 Master Bath 111 815 17 4 - 396 -69 22 20 11 WC 20 596 13 4 - 236 -65 13 13 12 Mstr WIC 99 1,619 34 5 - 500 -218 28 34 13 Unfinished 1,576 15,568 331 7,7,7 - 6,230 -1,008 345 331 Basement 14 Crawl Space 565 2,644 56 11-4 645 162 -103 9 56 Humidification 5,470 System 1 total 4,295 52,821 1,008 30,082 -3,230 1,665 1,540 System 1 Main Trunk Size: 25x17 in. Velocity: 519 ft./min Loss per 100 ft.: 0.017 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary E T CoolingT Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.51 112%/-12% 30,082 -3,230 30,082 Actual: 3.46 100%/0% 41,500 0 41,500 E upment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA042****(A, B) Indoor Model: CNPV*4821AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13.2 SEER Sound: Capacity: 75000 41500 Sensible Capacity: n/a 41,500 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395921 '61 r'4: e v;�ao 9O���So M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Pa - e 19 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces East Fin clivi -dual Rooms 0° 450 90° 135° 180° 225° 270° 3150 High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: _ Zone 1: 1 Laundry 66 67 *68 67 67 60 58 60 5 2 Foyer 72 77 77 *81 77 70 61 66 6 3 Study 81 107 *134 98 70 93 123 101 5,5 4 Bath 33 35 *46 38 33 36 43 33 4 5 Bedroom 3/Opt 64 89 *114 80 53 76 104 84 5,5 Study 6 Kitchen/Dining *303 298 292 292 296 297 299 302 7,7,7,7 7 Mud Room 22 22 *23 22 22 22 22 22 4 8 Great Room 351 309 267 312 *356 325 289 322 7,7,7,7 9 Master Bedroom 170 147 120 148 *172 156 134 154 6,6,6 10 Master Bath 20 31 *44 35 25 33 41 29 4 11 WC 13 19 *28 22 15 21 26 18 4 12 M str WIC *34 34 34 34 34 34 34 34 5 13 Unfinished *331 331 331 331 331 331 331 331 7,7,7 Basement 14 Crawl Space *56 56 56 56 56 56 56 56 1--4 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East *1,540 *30,082 *-3,230 *2.51 45° Southeast 1,540 27,969 -3,230 2.33 90° South 1,540 21,234 -3,230 1.77 135° Southwest 1,540 24,459 -3,230 2.04 180° West 1,540 25,689 -3,230 2.14 225° Northwest 1,540 25,912 -3,230 2.16 270° North 1,540 23,125 -3,230 1.93 315° Northeast 1,540 28,439 -3,230 2.37 * Indicates highest value of all rotations. Cary 9 M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC WRemington Homes - Quail Ridge - Plan 715 - 5285 Pierson Ct Littleton, CO 80125 Page 21 ------ ------.__.----------- Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day -- Front door faces East Front doorfaces Southeast Front doorfaces SouthFront door faces Southwest Front doorfaces West L"I's, Front doorfaces Northwest Front doorfaces NorthFront door faces Northeast M:\ ...\Remington Ho ... erson Ct.rhv Tuesday, March 28, 2017, 7:51 AM Manual S Remington Homes Quail Ridge 5285 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA042****(A,B) (3.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4821AL*+TDR (4 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units- Pressure: in.wg„ Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity ft /min, Temperature: F Notes: Static pressure available values for return 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. Su mmar Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,563 Main trunk airflow: 1.533 0.300 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter 4 SR -180 Supplyfan external static pressure: 0.800 Supplyfan device pressure losses: 0.300 Supplyfan static pressure available: 0 500 Runout maximl.irn cumulativestatic pressure loss 0.488 SR -200 Return loss added to supply 0.112 Total effective length of return (ft.) 198.0 Crawl RA Total efrective length of supply( ft) 251.6 SR -200 Overall total effective length( ft_): 449.6 Crawl RA to SR -200 Design overall friction rate per 100 ft 0.111 (Available SP x 100 !TEL) System duct surface area (No Scenario): 1020.7 Total system duct surface area- 102.0.7 City Wheat Ridge uilding Divison Beat Rise Used on the Program- 58° F Fan Performance AIR DELIVERY - CFM (BOTTOM RETUIUN NVITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM F Ton Test Airflow Delivery @Various External 01 1 0.2 1 03 0.4 0.5 0.6 03 I I 0.8 essures 0.9 1 040-10 SIDE/BOTTOMYellow Black 2.5 388 1145 1100 1060 1015 970 930 560 785 080 1715 Blue 2.0 413 970 940 905 1570 825 775 730 675 570 505 2.D 385 910 880 845 810 770 725 675 600 535 475 Red 11.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 30 385 1215 1205 1205 1195 1155 1100 1045 975 910 WS I Blue 2-5 370 98D 985 980 9S5, 925, 880 835, 780 695 585 yellow 2.0 425 9101 9201 906 880 850 815 765 695 630 545 Red1.5 430 750 730 705 680 645 605 555 490 435 370 040-12 SIDE/BOTTOM Black 3-0 380 1365 1310 1255 120D 1140 11080 1015 950 860 795 Yellow 2.5 416 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2-5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2-0 435 980 955 935 905 M 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black CO 3761 1600 15451 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3-5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue -_I-- 3,0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red 2-5 394 1030 1025 1030 101'1 985 940 905 855 805 735 080-16 SIDE/BOTTOM Black 4-0 389 1650 1620 1640 1605 1555 1495 14251 1345 12551 11651 Yellow 3-5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3-01 383 1205 1205 1185 11651 1150 1100 1055 1000 935 870 Blue 2.5 384 10351 1020 1005 965 960 930 895 845 795 735 Red 2-0 380 850 825 806 785 760 725 695 655 600 545 BOTTOM or TWO -SIDES 4.5 Black 5-0 377 2225 2160 2070 19W 18851 1790 1690 1575 1460 1345 080-20 Yellow 4-0 386 14390 1665 1640 1595 1545 1485 1410 :1330 1235 1135 Oran ge 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1 1120 1035 Blue 2.5 426 11120 1110, 1100 1090 1065 1035 990 935 870 8051 Red 2-0 433 940 920 910 890 865 830 790 745 690 625 1,00-16 SIDEIBOTTOM Black 4-0 373 1 1715 1660 1610 1555 1490 1420 1340 1245 1150 10 -, 5 YslloaW 35 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 910 Blue 3.0 367 13-00 1255 1205 116:0 1100 1035 570 905 810 730 Red 20 445 1110 1055 1005 955 1 890 835 7701 690 610 535 100-20 BOTTOM or TWO -SIDES 4,5 Black 5.0 394 2270 2205 2130 2065 197C 168C+ 178CI 1670 1555 1425 Yellow 50 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 1 Blue 1 co 416 18501 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 1 3.51 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO-SIDES4-5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 3,69 2130 2070 2010 19 1845, 1 1 1525 1420 1305 Blue 4.0 416 -187-5 1840 1795 1735 16651 1560 1 1495 1410 1310 1205 1 Red 3.5 414 1610 15851 1555 1515 14501 13951 1325 1250 NOTE 1. Afifter is required for each return -air inlet. Airflow performance includes a 3j4 -in. (19 mm) wathahole fitter media such as contained in a factory -author- ized aocecocry filter rack. See accessory hot. To determine airflow performance without this filter, acourne an additional 0.1 in. W.C. availalote external staltic presoure. 2. ADJUST THE SLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4, Airflows over 1800 CFM require bottom return, two -aide return, or bottom and side return. A minimum filter ode of 20' x 25' (508 x 035 mm) is required. 5. For upflaw applications, air entering from one We into both the side of the furnace and a return air base counts as a side and bottom return. fl. All airflows that are shown in BOLD exceed 0.58 watts per CFM at the given external static pressure.�City -t Wheat Ridge riding Div!"- Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STINTIC PRESSURE DROP (in Svc.) PURONO AND R-22 REFRIGERANTS UNIT Stan-dard-CIFIVI SIZE 400 1 500 1 600 1 700 1 800 1 900 1 iOOO 1 1100 1 1200 1 13DO 111400 1 1500 1 1600 1 1700 I 1800 1 1900 12000 12100 1 2200 --73TT 0079 10-114 10.156 10.198 10.253 I I I I I 1 1 1 1 1 1 1814 wet 0.096 10.138 10.183 10.213 10.277 1 1 1 1 1 1 1 1 1 1 Dry 0.070 0.1007 0.143 10.182 10.233 10290 1 6-.354 I I I I I I I I 2414 Wet 0.089 10.128 10.171 10.214 10.289 10-336 10-413 1 1 Dry 0.048 10,068 10.090 10.112 10.140 10,170 10,203 1 1 F I I I I I 2417 Wet 0.064 10.091 10.122 10.150 10.188 10.224 10-263 1 1 1 1 1 1 1 1 Dry -0,40 0.06510. 10135 10.173 10.223 10.278 1 0.3W 5 1 GA78 1 I I I I I 3014 Wet 0.078 10.114 10.160 10.206 10.260 10.321 I 0,388 10.461 10.540 1 1 1 1 1 1 Dry 0.042 10,060 10.080 10.102 10.128 10-157 10,189 I 0.222 10259 1 I I I I I 3017 wet 0.056 10.076 10.104 10.127 10J58 10,190 10.225 10.266 1 0.-309 1 I I I I I - Dry 3617 0.0 -4 -310. -061T0 -6e2 JOACG 10.128 10-157 10.189 10.221 10,259 10299 10.341 1 1 1 1 T3617 Wet I 0.056 10.079 10.107 10.122 10.166 10200 10.236 10.276 1 0.315 10-361 1-0.-413 1 1 1 1 Dry 0.035 0.048 10.062 10.076 10.093 10-111 10-132 10.153 10-177 10.201 10.228 1 1 1 1 3621 Wei 0.049 10.066 10,085 10.100 10.122 10,144 10-171 10.192 10.217 F0.245 1 0.2T6 Dry 4221 0.030 10.041 10.064 1 0.0W 1 O0.0921 OD99 10-118 0.137 0,158 10.18 0 05 0.245 0. 25 1 2 31 10. 9 1 1 1 1 1 1 T4221 wet 0.043 10.059 10.078 10.101 10.126 10.15.3 1 0-181 10.207 10.234 10.260 10.288 10.319 10.354 1 1 1 1 1 1 48217 1 10.047 10.060 10.075 10-092 J 0.110 10.120 1 0.15 0.178 0.204 1 0.230 10,256 10.284 16,318 1 T4U1 ftt 1 10.053 10.067 1 0.085 I 0.704 16-125 10.147 10.172 10.205 10.228 10,259 10292 10.327 10.365 1 1 1 1 Dry 1 10.015 10.046 10.057 1 0.06910-094 10.019 10.119 F-0.124 10.140 10.15a 10.175 10.195 10.214 1 1 1 4824 Wet 1 1 10.032 10.050 1 0.066 10.081 1 0�97 0.174 10.131 1 0.150 10.169 10.190 10211 10.23.3 10.257 1 1 1 1 Dry 6024 1 1 10-062 10.073 I 0.084 1 0-097 10.111 10.126 10.128 10-154 10-172 10.190 10.210 10,228 10-251 10.273 10.293 T6024 Wei 1 1 10.092 10,09610-112 10.129 10.145 10.163 10.171 10.191 10.212 10.235 10.258 10.283 10.310 10.336 10,366 City of Wheal. Ridge Uiltrig Dfv!=.-- , " Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING Al 75(23.9) 65 (29.4) 95 (35} CFM EWI3 -FCC) 72 (22.22) Capacity Mfftuh - Total Sell,# 48.49 25.49 TbUd '3ywtm KW-- 339 Capacity ustuh --- T7;�il�Sene* 46.39 24.e9 Total System Kw-- 3.-, Capacity M13tuh Total Sens* 44.18 23 65 TOW system KW-* 4.11 07(19.4) 44.47 31,36 3.3w 42.52 30.54 367 40.46 29.67 4.175 1225 63117.22) 41.53 30.43 33'3 39'69 29.59 3-63 37.74 25.72 -401 152 (18.7) 40.83 37.19 323 3*.07 36.35 3.63 37.22 35.45 4.0x0 F 65(13.9) 39.73 1 39.73 327 38.29 36-29 3 62 36,76 310.70 4.00 72(22.2) 49.21 2612 347 43.02 25A0 361 44.73 214.95 4.19 67 (1 9.4) 45.16 33.20 3.42 4314 32.37 3..76 4t.00 31.49 4.13 1400 63(17.2) 42.22 32.16 338 40.31 31-31 3..72 35-28 1 30-42 4.09 32 (1 e.7) 41.e9 39.75 3..37 3e.91 38-85 371 35.02 3&02 4.09 57(13.9) 41,25 4125 3.a7 39.72 39.72 3.71 55.06 38.05 4,09 72 (22.2) 49.75 27.70 3zle 47.50 20-88 3.90 45.14 26.02 -4.27 (19.4) 45.89 34.99 3-50 43.81 34.15 3.64 45.42 33.28 422 1575 63(17.2) 42.75 33.55 3,4e 1 40,79 33.00 3_150 -18.72 ?21 62 (18.7) 42.52 42,06 3-488 +0.87 40,87 3-20 1.4a,. 14 4 15 57(13,9) 42,49 42,49 3,46 40,137 40_87 3.20 t 3915 5 418 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 35,822 BTU's Sensible Gain from Manual J = 35,822 BTUs 30,082/35,822 =.84 or 16% over Note: the CA13NA030 (2.5Ton) has a Usable Capacity 29,490 BTUs City of WIleat Ridge uilding Di,,,j AHRI Used Item ModelType Model Number (Combined) Outdoor Model Number Indoor Model Number Tradenarne 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 CA1:3NA042—(A,B) CfJPV'4321ALI+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 5 years 5 years 5 years 5 years 41500 0 0 13.2 0 63959211 41500 11 City of Whealk Ridge ulklinq Divisor x o }� m w o of ¢o 0 ,, 'J1�� ••••• s ,% •�� N N r z D O _ ',�� ��• Lo �- �� L a To _ �q9 �' �y� M= CL o �' - N ,� tv l; i o v �Yz :p.o M .Q� L) in g c OU OJ 4Q�, •, � •a O Z -L m > j w �.�V� Cpm F . •p� ••••• .•.F��. 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N v /\ U =aMo r wGO m � z � zz � NO a3 oa N�Olan o z v_7 w+oo as J c� m O o� z �-1 W sxas xv_�o J j� as as p�minw�' SZN Z Z# N Ll L Iz {� O 4 N Q a 2 15N K N W W� a�.1 N 1 d g Z O Z Z Z w O p Z p n O1 I m r } Z Z J a 6 W W J p U W U �" UFO 9 w Z F_ W .1 O F U w w w U%\\\ m O Q U W K K K 9 f- O m 1 �1� N Yujz ]u� �v 13 mis iwo E F Q I Z O m X JDOM V O G rO w N 4 N U O NO a W m r vi O N F W J W wa W 0 t09 K F J a W W W W J J O ` �v ) N V N J L53� ON3J3� Q W 4 V aJJ K (ll <W J wU O4aQVS 12-QQa 6.000 a �YZ w QU QQ W W'^ awo FJv✓/ J n n XZZ a m W ii W ¢ 2 O'.r.W a U N n Q Y VI Yl O to n O t4 N August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 11, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 MI R PORA - - .I\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 9 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 19 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. city of A slab -on -grade concrete basement floor can be used provided risk of movement wheat and cracking is acceptable. Further details are described in following paragraphs Ridge 1971 West 12t1 Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 1.3 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 1.0 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 11, 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 surtnary is taken. CTL THOMPSON, IN( U City Qf N}lieat Ridge REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 11,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 Cate o Representative Percent Swell" 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge)_ Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior city of flatwork. Wheat Ridge Building pivison' 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL I 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:\PROJECTS417900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of Wheat Ridge REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT N0. DN47,957.001-120 S:\PROJECTSk47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTSW7900\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. 100 OM 01 \Nheat V111d9e g�\1d1n9 p�`ns°f REMINGTON HOMES Exhibit B-2 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 Re: 45043A 715B 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: R47250468 thru R47250529 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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. City of as appropriate for any use. Any location identification specifi@�j�/ Wheatp gge for file reference only and has not been used in preparing de muNnyDEwuwNEN' Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, APPROVED per ANSI/TPI-1, Chapter 2. Reviewed for Code Compliance Poa•c/cF� SOO6i� l v4�0 0 N � /•� Mans miner Date VWW NV §f Y.f111it: The muonce of o permit w oOVroval of glom spec ficati. an P E 44018 d mmputotnsm sW not he o permit for, ur un opproval of, any violation to ony o/ the provisions o/the buildino code or of ony City ordinances. Permits '� ' • �� PmUm ng to give authority to violate of comet the provisiom o/ the Boll&eq COM or other ordmonces of the City sholl nat he valid. <— l May 5,2016 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. City of Wheat Ridge i Building Divison i i My Of Wheat Ridge "Mmm X) .n v N U N O J ry W 0- N C) N U �:, m C: cL -0 E Z o M :1 m0m o U) W 0 i v U N O Z � 1 0 a/ m zoo o o CJ :1 m0m •��. �I i� C r 5Z m W �- ry U SEM L Q) z in O W U E (n ry o W C/) </�� , J m W LO Ul N L a v 0 � 1 m N m N a/ m zoo o o CJ :1 m0m •��. TU LL i� C r dUo Y U M m o M E N SEM O U � N L a Job Truss Truss Type Qty Ply 7156 CS]. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250468 45043A Al Hip Girder 1 2 Vert(TL) -1.23 12-13 >306 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 10 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,G0.80022 a.0 Iu s Hpr Zu Zu io Ive I eK mausires, Inc. vvea may uy-lo:zu:az zu io rayu i I D:X4RmS WOZZ02XOMRGCOAfIFymHyU-d7wlR8aTIRX1 I rjOtXpfB INZ7Os7EuFLnKBTHIzJgJx 11-0-96-0-0 1 8-7-416-0-1 23-6-10 31-1-3 311' -O 0- -8 -0- 6-0-0 2-7-4 7-4-13 7-6-9 7-6-9 7-4-13 1-7-8 Scale = 1:74.5 'a11 0 4.00 12 5x6 = 6x6 = 10x16 MT20HS = 2x4 11 8x8 = 10x10 MT20HS = 6x6 3 4 17 5 18 6 19 7 8 9 4x6 = 16 1514 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 4x6 = 3x5 I 10x16 MT20HS = 2x4 10x12 MT20HS = 10x10 MT20HS 11 10x10 MT20HS = 6-0-0 8-7-4 16-0-1 23-G-10 31-1-3 38-6-0 AO -1-8 6-0-0 2-7-4 7-4-13 7-6-9 7-6-9 7-4-13 1-7-B Plate Offsets (X Y)— [4:0-5-12,0-5-01, [6:0-4-0,0-4-81, [7:0-3-8,0-5-41, [9:0-2-12.0-2-81, [12:0-5-810-5-01, [14:0-7-8.0-5-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.72 12-13 >521 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.81 Vert(TL) -1.23 12-13 >306 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.15 10 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -S Wind(LL) 0.41 12-13 >914 240 Weight: 398 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E 'Except" except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 3-8. 2-14: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 7-11 4-14,6-14,6-12,7-11: 2x4 SPF 1650E 1.5E, 9-11: 2x4 SPF No.2 REACTIONS. (Ib/size) 15=6395/0-5-8, 10=4098/Mechanical Max Horz 15=83(LC 45) Max Uplift 15=-1548(LC 6), 10=-867(LC 7) Max Grav 15=6468(LC 26), 10=4422(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-557/1687, 3-4=-452/1428, 4-5=-10382/2082, 5-6=-10382/2082, 6-7=-13352/2611, 7-8=-34481666,8-9=-3541/669, 9-10=-5104/977 BOT CHORD 2-16=-1482/567, 15-16=-3049/1022,14-15=-3049/982, 13-14=-3142115682, 12-13=-3142/15682, 11-12=-2613/13266 WEBS 3-16=-734/295, 4-16=-590/2026, 4-15=-4894/1290, 4-14=-2540/12201, 5-14=-615/248, 6-14=-5497/1277,6-13=-199/1423, 6-12=-2437/535, 7-12=-308/1933, 7-11=-10186/2005, 8-11=-223/447, 9-11=-1052/5499 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. L%(,'F� 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 O�P�0 s� ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated.•••S�Q ••.� N 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; V ; Q •• enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip • Q �2 DOL=1.33 • Q 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 • 4� 18 5) Unbalanced snow loads have been considered for this design. 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. •. ; �� ••. 7) Provide adequate drainage to prevent water ponding. .•• 8) All are MT20 unless otherwise indicated. CC••••••••• plates plates ss/ONM— 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. Ma1cF12& 6 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. t Ridge Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not eat - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design info the overall ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing el is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecibn and bracing of trusses and truss systems, see Al Quality Criteria, DSB-89 and BCSI Building Component 777 ehrC ne�I VISTI' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite iue ,� re ocasn Job Truss e715884725046845043A FPG Al 1 2 Job Reference [optional) Alpine Lumber Co., Commerce City,C0.80022 B.UI U S Apr 2U 2U1 b MI I eK Industries, Inc. Wed May U4 lb:2U:U2 2Ulb rage 2 ID:X4RmSW07ZO2XOMRGCOAfIFymHyU-d7wlR8aTIRX11 rjOtXpfBINZ7Os7EuFLnKBTHIzJgJx NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 15=1548, 10=867. 13) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 833 Ib down and 199 Ib up at 6-0-0, 328 Ib down and 83 Ib up at 8-0-12, 328 Ib down and 83 Ib up at 10-0-12, 328 Ib down and 83 Ib up at 12-0-12, 328 Ib down and 83 Ib up at 14-0-12, 328 Ib down and 83 Ib up at 16-0-12, 328 Ib down and 83 Ib up at 18-0-12, 328 Ib down and 83 Ib up at 20-0-12, 328 Ib down and 83 Ib up at 22-0-12, 328 Ib down and 83 Ib up at 24-0-12, 328 Ib down and 83 Ib up at 26-0-12, 328 Ib down and 83 Ib up at 28-0-12, 328 Ib down and 83 Ib up at 30-0-12, 328 Ib down and 83 Ib up at 32-0-12, 328 Ib down and 83 Ib up at 34-0-12, 328 Ib down and 83 Ib up at 36-0-12, and 328 Ib down and 83 Ib up at 38-0-12, and 336 Ib down and 71 Ib up at 39-0-12 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: 1-3=-80, 3-8=-80, 8-9=-80, 2-10=-20 Concentrated Loads (lb) Vert: 16=-833(F) 14=-328(F) 20=-328(F) 21=-328(F) 22=-328(F) 23=-328(F) 24=-328(F) 25=-328(F) 26=-328(F) 27=-328(F) 28=-328(F) 29=-328(F) 30=-328(F) 31=-328(F) 32=-328(F) 33=-328(F) 34=-328(F) 35=-336(F) City Of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. 'Wheat Ridge idg e 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 Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building DivisOft, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenb Lane / Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109^F c r n Job Truss Truss Type Qty Ply 7156 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (4-2-11 max.): 3-6, 7-8. 847250469 45043A A2 Roof Special 1 1 2 Rows at 1/3 pts 4-14 REACTIONS. (Ib/size) 2=-260/0-3-0, 14=2972/0-5-8 (req. 0-5-14), 10=1364/Mechanical Max Horz 2=76(LC 9) Job Reference o floral Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:04 2016 Page 1 ID: RmSWOzZO2XOMRGCOAfIFymHyU-ZW2 WrgcjH2nlH9tPys7GjTt9Cbl igNeEegaLdzJgJv -W01-0 -0- 16-0-0 24-0-0 32-0-0 3 0-78 37-1-8 40-1-8 -010 8-0-0 8-0-0 8-0-0 8-0-0 0-7- 4-6-0 Scale = 1:73.0 10x10 MT20HS = 4.00 12 8x12 = 6x6 = 46 8x8 = 5x6 = = 6 7 6x6 =14 13 12 11 10 4x12 = 8x8 = 8x8 = 5x10 = 3x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.60 BC 0.59 WB 0.89 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.33 12-13 >999 360 Vert(TL) -0.66 12-13 >568 240 Horz(TL) 0.08 10 n/a n/a Wind(LL) 0.16 12-13 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 198 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (4-2-11 max.): 3-6, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-14: 2x4 SPF 165OF 1.5E, 5-12: 2x4 SPF No.2 5-5-9 oc bracing: 2-14. WEBS 1 Row at midpt 5-12,7-11 2 Rows at 1/3 pts 4-14 REACTIONS. (Ib/size) 2=-260/0-3-0, 14=2972/0-5-8 (req. 0-5-14), 10=1364/Mechanical Max Horz 2=76(LC 9) Max Uplift 2=-689(LC 31), 14=-501 (LC 7), 10=-247(LC 7) Max Grav 2=236(LC 36), 14=3550(LC 31), 10=1556(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-424/2704, 3-4=-405/2781, 4-5=-3448/428, 5-6=-3559/513, 6-7=-3559/497, 7-8=-1595/271, 8-9=-1682/262, 9-10=-1508/262 BOT CHORD 2-14=-2490/355, 13-14=-354/2072, 12-13=-681/4366, 11-12=-487/3493 WEBS 3-14=-1528/356, 4-14=-5167/823, 4-13=-72/1638, 5-13=-1137/330, 5-12=-854/251, 6-12=-118/273, 7-12=-81/550, 7-11=-2191/258, 9-11=-281/1846 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 LIc,- non -concurrent with other live loads. �O�Pp ••••.•.•• 5) Provide adequate drainage to prevent water ponding.V� •.• S0p�•.• FO 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. �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 will fit between the bottom chord and any other members. 18 9) WARNING: Required bearing size atjoint(s) 14 greater than input bearing size. 10) Refer to girder(s) for truss to truss connections. :• 11) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=689,14=501,10=247. �O •� ��� �•.� 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. iC` •.• �� (C •••••• �? SS�ON•A -EN May , 01 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekS, connectors. This design is based only upon parameters shown, and is for an individual building component, not t Wheat a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ridge 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 bracingof inoses and truss systems, see y g p 7777 Greenbac Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexaNddNaPVA022314 Criteria, DSB-89 and BCSI Building Component Suite 109 �1ddfllg Divisor naur cn eln Job Truss Truss Type Qty Ply 7156 SPACING- 2-0-0 CSI. DEFL. in (loc) 847250470 45043A A3 Roof Special 1 1 Vert(LL) -0.23 12-13 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:05 2016 Page 1 ID:X4RmSWOz-ZO2XOMRGCOAfIFymHyU-1 icu3AdL2MvcuJSbYgNMpw?3Wc—gRFOnTIQ7u4zJgJu 5-4-15 0-0-0 16-8-0 23-4-0 30-0-0 34-7-8 39-1-8 -1- 5-4-15 4-7-1 6-8-0 6-8-0 6-8-0 4-7-8 4-6-0 -0-0 Scale = 1:73.2 o r 4.00 12 8x8 = 4x8 = 4x6 = 5x8 = 6 16 5x8 = 7 3x6 5x6 = 14 13 12 11 10 412 = 8x8 = 8x8 = 5x10 = 1 0x1 0 MT20HS = 8-7-4 19-3-10 30-0-0 34-7-6 40-1-8 R_7_d 1n -R -R 10-8-6 4-7-8 5-6-0 Plate Offsets (X Y)-- [1:0-1-7 Edgel f7:0-2-12,0-3-01,[8:0-6-0,0-2-121, [11:0-3-8,0-2-81 [12:04-0,0-4-81, [13:0-4-0 0 -4 -81,[14:0 -3 -5,0 -2 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.23 12-13 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.48 12-13 >780 240 TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.07 10 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.12 12-13 >999 240 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud `Except" BOT CHORD 4-14: 2x4 SPF 1650F 1.5E, 5-12: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 1=-330/0-3-0, 14=2940/0-5-8, 10=1375/Mechanical Max Horz 1=66(LC 9) Max Uplift 1=-605(LC 30), 14=-496(LC 6), 10=-248(LC 7) Max Grav 1=109(LC 7), 14=3181(LC 30), 10=1510(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/2087, 2-3=-403/2368, 3-4=-227/1672, 4-5=-2587/356, 5-6=-2987/506, 6-7=-3161/502, 7-8=-3287/545 BOT CHORD 1-14=-1910/261, 13-14=-288/1958,12-13=-52413319, 11-12=-550/3209, 10-11=-166/859 WEBS 2-14=-849/227, 3-14=-1366/313, 4-14=-3929/603, 4-13=-44/1029, 5-13=-959/273, 5-12=-376/276, 6-12=0/489, 7-12=-449/140, 7-11=-1045/229, 8-11=-434/2629, 8-10=-1737/350 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 202 Ib FT = 20 Structural wood sheathing directly applied or 4-11-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-2 max.): 3-6, 7-8. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-14. 1 Row at midpt 4-14 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 lost (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=605,14=496,10=248. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 SCSI Building component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Q,Ng 0 LIn vo x SOON %'• �a O �•�0 02 of ; 018 ? • • • May 5,2AO of Wheat Ridge Job Truss Truss Type Qty Ply 7156 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 847250471 45043A A4 Roof Special 1 1 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.34 10-11 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:06 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-VvAGG Wdzpfl TWr1 n6NubLBYAo?KjAjgxiy9gQ WzJgJt 6-4-15 12-0-0 20-0-0 28-0-0 32-3-12 36-7-8 40-1-8 6-4-15 5-7-1 8-0-0 8-0-0 4-3-12 4-3-12 3-6-0 Scale= 1:70.3 8x8 = 4.00 12 2X4 II 5x10 = 46 = 12 11 10 9 4x8 = 46 = 8x12 = 8x12 = 9-7-4 20-0-0 29-9-1 40-1-8 9-7-4 10-4-12 9-9-1 10-4-7 Plate Offsets (X Y)— [5:0-5-0,0-1-121, f8:Edge 0-3-81 [10:0-6-0,0-4-81, [11:0-5-8,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.17 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.34 10-11 >999 240 TCDL 10.0 Rep Stress Incr YES WS 0.90 Horz(TL) 0.05 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.11 10-11 >999 240 Weight: 201 Ib FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 3-5, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-11,5-11: 2x4 SPF No.2 WEBS 1 Raw at midpt 3-12,5-11 REACTIONS. (Ib/size) 1=-55/0-3-0, 9=1354/Mechanical, 12=2687/0-5-8 Max Horz 1=69(LC 10) Max Uplift 1=-247(LC 28), 9=-242(LC 7), 12=-446(LC 6) Max Grav 1=260(LC 32), 9=1383(LC 15), 12=2687(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-202/1205, 2-3=-274/1553, 3-4=-2268/394, 4-5=-2268/394, 5-6=-2702/480, 6-7=-2954/531, 7-8=-327/0, 8-9=-317/64 BOT CHORD 1-12=-1084/186, 11-12=-318/83, 10-11=-383/2367, 9-10=-600/2974 WEBS 2-12=-942/257,3-12=-2543/512, 3-11=-400/2631, 4-11=-974/259, 5-11=-697/133, 5-10=-17/676, 6-10=-562/170, 7-10=-318/132, 7-9=-2867/667 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 Ll 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �P �••• /jjs will fit between the bottom chord and any other members. �tJ ••��, t, .• SOO& ••. �t`O 7) Refer to girder(s) for truss to truss connections. V . O . �2; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ; 1=247,9=242,12=446. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. . -44018 : s/OPAL May 5 016 {, City of A WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 10/0312015 BEFORE USE. wheat Ridg Design valid for use only with M7ekGi connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Building Diviso fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-8y 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 Manic HninMc 1. .;Mn Job Truss Truss Type Qty Ply 7156 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 847250472 45043A A5 Roof Special 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.26 11-12 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:07 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-_5jeUsebZz9K8cc_f4PquL5QtPhKvE_4wcvEyyzJgJs I 7-4-15 14-0-0 20-0-0 26-0-0 { 32-3-12 38-7-8 AO -1-8 7-4-15 6-7-1 6-0-0 6-0-0 6-3-12 6-3-12 1-6-0 Scale = 1:70.4 8x8 = A nn 4x6 = 6x6 = 4x6 = 13 11 10 9 5x6 = 8x8 = 8x8 = 4x6 = 4x6 = 9-7-4 17-1-15 26-0-0 32-3-12 40-1-8 9-7-4 7-6-11 8-10-1 6-3-12 7-9-12 Plate Offsets (X Y)— [7:0-2-12,0-2-81, [11:0-4-0,0-4-81, [12:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.13 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.26 11-12 >999 240 TCDL 10.0 Rep Stress ]nor YES WB 0.70 Horz(TL) 0.06 9 n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 10-11 >999 240 Weight: 202 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, 7-8: 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 3-5, 7-8. BOT CHORD 2x6 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 1-13. 4-11: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13,6-11 REACTIONS. (Ib/size) 1=81/0-3-0, 9=1396/Mechanical, 13=2508/0-5-8 Max Horz 1=77(LC 10) Max Uplift 1=-102(LC 15), 9=-248(LC 7), 13=-406(LC 6) Max Grav 1=298(LC 31), 9=1462(LC 33), 13=2554(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-115/854, 2-3=-154/1244, 3-4=-1353/271, 4-5=-2234/462, 5-6=-2432/453, 6-7=-3268/562, 7-8=-293/0 BOT CHORD 1-13=-747/142, 12-13=-51/689, 11-12=-251/1872, 10-11=-501/3049, 9-10=-473/2574 WEBS 2-13=-945/267, 3-13=-2395/432, 3-12=-148/1258, 4-12=-1065/265, 4-11=-97/802, 5-11=0/299, 6-11=-1195/233, 7-10=-28/563, 7-9=-2736/607 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) Provide adequate drainage to prevent water ponding. 0 LIEF 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P ••,.,• • /� s�O 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��•,•• S0 0ti ,• V will fit between the bottom chord and any other members. ; Q • � 7) Refer to girder(s) for truss to truss connections. iG 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) ; G 1=102,9=248,13=406. 44018 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C? ityof Ma 5,2016 A WARNING - Verifydesign paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ea t R id Design valid for use ony with M7ek0 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 design. indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing BU►1(/► MiTek' �9 Divis0 building Bracing prevent of injury damage. For regarding the fi is always required for stability and to prevent collapse with possible personal and property general guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPi1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109^A ^ r. occ.n Job Truss Truss Type Qty Ply 7156 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 847250473 45043A A6 Half Hip Girder 1 2 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 7 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:09 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-wTrPvYgs5aP 1 Nwm MnVRIzmAj7DN_N6tNOwOL1 rzJgJq 6-4-9 11-6-0 13-10-8 19-8-12 25-10-8 6-4-9 5-1-7 2-4-8 5-10-4 6-1-12 Scale = 1:44.9 8x8 = 2x4 11 4x8 = 10x10 MT20HS II 3 4 12 13 14 0 15 16 0 10 6x6 = 10x14 = 3x6 11 7 10x10 MT20HS = 9-7-4 13-10-819-8-12 25-10-8 9-7-4 4-3-4 5-10-4 6-1-12 Plate Offsets (X Y)-- fl:0-10-13 0-1-4j [5:0-1-8,0-2-01, l6•Edge 0-5-81 [9:6-3-4,0-6-01 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 0.59 Vert(LL) -0.07 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.13 8-9 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(TL) 0.02 7 n/a n/a 6CLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 8-9 >999 240 Weight: 308 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x8 SPF 195OF 1.7E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-7,4-9: 2x6 SPF 1650F 1.5E, 3-9: 2x4 SPF No.2 6-0-0 oc bracing: 1-10. WEBS 1 Row at midpt 5-7 REACTIONS. (Ib/size) 1=-89/0-3-0, 7=4769/0-8-0, 10=6679/0-5-8 Max Horz 1=198(LC 37) Max Uplift 1=-318(LC 21), 7=-739(LC 7), 10=-1189(LC 6) Max Grav 1=427(LC 33), 7=4921 (LC 22), 10=6707(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-519/1155,2-3=-318/1617, 3-4=-4953/889, 4-5=-4901/881, 5-6=-494/118, 6-7=-1371/212 BOT CHORD 1-10=-1061/318, 9-10=-334/1453, 8-9=-896/5410, 7-8=-896/5410 WEBS 2-10=-899/258, 3-10=-6480/1208, 3-9=-1100/6562, 4-9=-1700/280, 5-9=-721/22, 5-7=-5919/948 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: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 90 C/c,- enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33: •• 500 ••• �C`O 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 V 0 0� 5) Unbalanced snow loads have been considered for this design. : 0 6) Provide adequate drainage to prevent water ponding. . 0 7) All plates are MT20 plates unless otherwise indicated. '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. 10) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joints) except Qt=lb) 0� '•� plate •: 1=318,7=739,10=1189. FS �'•••••'� \ 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ON 12) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1194 Ib down and 189 Ib up at Ly of 15-11-4, 1049 Ib down and 187 Ib up at 17-11-4, 945 Ib down and 182 Ib up at 19-11-4, and 1018 Ib down and 175 Ib up at 21-11-4, and 1163 Ib down and 165 Ib up at 23-11-4 on top chord, and 3648 Ib down and 745 Ib up at 13-10-8 on bottom chord. may 5 2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not truss the building designer verify the applicability of design and properly incorporate this design into the overall Of Building Divisors a system. Before use, must parameters 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 ANSI/1PI1 Quality Criteria, DSB-69 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109^ re osa1n Job Truss Truss Type CityPlyTJobReference R47250473 45043A A6 Half Hip Girder 1 (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 1-7=-20 Concentrated Loads (Ib) Vert: 9=-3648(8)5=-90312=-1152 13=-1007 15=-976 16=-1121 b.UIU 5 Apr ZU ZUIb MI I eK industries, Inc. vvea May U4 1b:ZU:u7 zu ib rage Z ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-wTrPvYgs5aP1 NwmMnVRlzmAj7DN_N6tNOwOL1 rzJgJq City of AWARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. % • V `Y C Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not ' BUli o truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i din 0 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Building. Visor WOWis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 cH—Hcinhlc — Q5F1n Job Truss 5-0-0 6-4-7 6-6-3 6-6-3 Qty Ply LOADING (psf) SPACING- 2-0-0 7fHTpG, DEFL, in (loc) I/deft L/d PLATES GRIP 847250474 TJob5Reference 45043A B1 er 1 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -1.13 11-12 >393 240 TCDL 10.0 Rep Stress Incr NO (optional) Alpine Lumber Co., Commerce City,GU.60022 8.u1u s Apr zu 2u1b nnn ex industries, Inc. vvea may u4 Ib:2u: T1 Zu1b rage 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-ssz9JDh6dCglcEvluwUm2BF8nO? Wr3PgrEtR5jzJgJo 1-0- 5-0-0 11-4-7 1 17-10-10 24-4-14 30-11-1 37-7-0 6-4-7 6-6-3 6-6-3 6-6-3 6-7-15 Scale = 1:65.9 4.00 5x6 = 4x8 = 2x4 8x8 = 4x6 = 5x6 3 15 4 516 6 17 7 18 8 46 = 14 19 20 13 21 22 23 24 12 25 26 27 11 28 29 30 10 31 32 33 9 4x6 = 2x4 II 8x8 = 2x4 II 4x6 = 4x8 — 5-0-0 11-0-7 17-10-10 24-4-14 30-11-1 37-7-0 5-0-0 6-4-7 6-6-3 6-6-3 6-7-15 Plate Offsets (X Y)-- [6:0-4-0,0-4-81, [9:0-3-12,0-2-01, It 2:0-4-0,0-4-81 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 0.26 Vert(LL) -0.55 11-12 >813 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -1.13 11-12 >393 240 TCDL 10.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.16 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.30 12 >999 240 Weight: 552 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 9=2364/Mechanical, 2=2578/0-5-8 Max Horz 2=89(LC 40) Max Uplift 9=-219(LC 6), 2=-334(LC 6) Max Grav 9=2750(LC 23), 2=2666(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7220/641, 3-4=-6588/625, 4-5=-13657/981, 5-6=-13657/981, 6-7=-7877/548, 7-8=-914/93, 8-9=-588/159 BOT CHORD 2-14=-599/6752, 13-14=-875111844,12-13=-875/11844, 11-12=-853/12375, 10-11 =-853/12375, 9-10=-537/7877 WEBS 3-14=-58/2069, 4-14=-5444/290, 4-13=0/450, 4-12=-91/1876, 5-12=-593/196, 6-12=-115/1326, 6-11=0/483, 6-10=-4657/333, 7-10=0/1281, 7-9=-7214/472 NOTES - 1) 3 -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. 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. �� 0 LIC 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; IJQ, F� �O•N• enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip •••s••o�` Q •*%s �tO DOL=1.33 •• 0 Ole0. 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. U 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4018 7) Provide adequate drainage to prevent water ponding. .p 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 0� •.� will fit between the bottom chord and any other members. (C • ••••'• �� SS' 10) Refer to girder(s) for truss to truss connections. ON 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 9=219,2=334. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. 30din Divisor: 9 Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an corporal building component. not �c '\\`Vsii' a buss 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 bracingM iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 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 7156 847250474 45043A B1 Half Hip Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 b.U1 U s Apr ZU Zulb MI I ek InaUstrleS, Inc. vvea May u4 Ib:ZU:l l ZU'Ib rage z ID:X4 RmS WOzZO2XOMRGCOAfI FymHyU-ssz9JDh6dCglcEvluwUm2BF8nO?Wr3PgrEtR5jzJgJo NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 Ib down and 99 Ib up at 36-6-12 on top chord, and 459 Ib down and 94 Ib up at 5-0-0, 66 Ib down at 7-0-12, 66 Ib down at 9-0-12, 66 Ib down at 11-0-12, 66 Ib down at 13-0-12, 66 Ib down at 15-0-12, 66 Ib down at 17-0-12, 66 Ib down at 19-0-12, 66 Ib down at 21-0-12, 66 Ib down at 23-0-12, 66 Ib down at 25-0-12, 66 Ib down at 27-0-12, 66 Ib down at 29-0-12, 66 Ib down at 31-0-12, 66 Ib down at 33-0-12, and 66 Ib down at 35-0-12, and 70 Ib down at 36-6-12 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: 1-3=-80, 3-8=-80, 2-9=-20 Concentrated Loads (lb) Vert: 14=-459(F) 10=33(F) 18=-145(F) 19=-33(F) 20=-33(F) 21=-33(F) 22=-33(F) 23=-33(F) 24=-33(F) 25=-33(F) 26=-33(F) 27=-33(F) 28=-33(F) 29=-33(F) 30=-33(F) 31= -33(F)32= -33(F) 33=-35(F) City tat �w ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERENCE PAGE Mll-7477 rev. 10/0 32 0 1 5 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall E building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 10 9 ^F ^ r Job Truss Truss Type Qty Ply 7156 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 847250475 45043A B2 Half Hip 1 1 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.20 8 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City, C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:12 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-K2XXXZikOVocEO UxSe??bPo6gQFiaRWp4tc?dAzJgJn 1-0- 7-0-0 14-6-0 22-1-12 29-9-8 37-7-0 -0-0 7-0-0 7-6-0 7-7-12 7-7-12 7-9-8 Scale = 1:65.9 4.00 12 5x10 = 4x6 = 8x8 = 5x8 = 3 13 4 14 5 15 6 6x12 = 412 12 11 10 9 8 2x4 I 10x12 MT20HS = 412 = 8x12 = 4x6 = 1�N ' 7-0-0 7-6-0 - 1-1-12 1-r-12 /-9-6 Plate Offsets (X Y)-- [2:0-0-12,0-2-01, [3:0-5-12,0-1-81, [5:04-0,04-8], [6:0-3-8,0-2-81, [7:0-4-8,0-3-01, j8:Edge,0-2-01, [9:0-4-8,0-5-41, (10:0-24,0-2-41, [11:0-5-12,0-5-41 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 0.82 Vert(LL) -0.89 10-11 >503 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Vert(TL) -1.58 10-11 >282 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.20 8 n/a n/a BCLL 0.0 * Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.48 10-11 >933 240 Weight: 185 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-8: 2x6 SPF 1650F 1.5E, 3-11,4-10,6-10: 2x4 SPF No.2 7-9: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=1855/Mechanical, 2=1956/0-5-8 Max Hoa 2=122(LC 7) Max Uplift 8=-336(LC 6), 2=-397(LC 6) Max Grav 8=2275(LC 23), 2=1956(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5127/808, 3-4=-8114/1276, 4-5=-8244/1298, 5-6=-8244/1298, 6-7=-5740/892, 7-8=-2164/369 BOT CHORD 2-12=-740/4782, 11-12=-745/4772, 10-11=-1236/8110, 9-10=-873/5740 WEBS 3-12=0/317, 3-11=-517/3514, 4-11=-973/259, 5-10=-671/224, 6-10=-425/2626, 6-9=-1641/369, 7-9=-868/5783 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 lf; 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 0 LIt,A' non -concurrent with other live loads. SPD �<J •���.�•�• '4s 5) Provide adequate drainage to prevent water ponding. •• S00 •• F �% 6) All plates are MT20 plates unless otherwise indicated. C> ;' O N O2 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 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 : G will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 40I 8 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) :• • 8=336,2=397. 11) Graphical representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0, '•� puffin �.' �� ON Ma Ma 5,,201PY of ® WARNING . verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Wheat eat Ridge Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not Milk, 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 for to collapse with injury and property damage. For general guidance regarding the BUIi(ji ng►171So always required stability and prevent possible personal fabrication, delivery, bracing of trusses and truss systems, see Criteria, DSB•89 BCSI Building Component 7777 Greenback ne n storage, erection and ANSI/TPII Quality and Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 L Job Truss Truss Type Qty Ply LOADING (psf) B3 Roof Special 11ob PLATES GRIP [151145043A Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.54 14 >831 360 MT20 185/144 (Roof Snow=30.0) Reference (optional) Alpine Lumber Co., Commerce CIty,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:49:10 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-Hgo66vr_PodeK1 eDhcN W6FVxZ6wg3LbkeobPfBzJayN - -0. 4-10-15 15-8-0 22-4-0 29-0-0 2q-7 8 33-5-8 37-7-0 -0- 4-10-15 4-1-1 6-8-0 6-8-0 6-8-0 0-7- 3-10-0 4-1-8 Scale = 1:70.0 0 m m 6x6 = 4.o0 12 4x6 = 4x6 = 10x14 � 5x6 = 3x4 II 4x12 = 15 4x8 = 14 10x10 MT20HS = 13 12 11 4x8 = 5x6 = 10x10 MT20HS = 1 N r h A 9-0-0 } 19-0-0 29-0-0_ i- _ 313;5 _ 1 37-7-0 9-0-0 10-0-0 10-0-0 ' 4-5-8 4-1-8 ' Plate Offsets (X Y)-- [2:0-0-0,0-0-101, [7:0-3-5,0-3-81 [14:0-5-0 Edgel 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 0.43 Vert(LL) -0.54 14 >831 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.77 Vert(TL) -0.95 13-14 >471 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.23 11 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.28 14 >999 240 Weight: 194 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 4-7, 8-10. WEBS 2x4 HF Stud `Except` BOT CHORD Rigid ceiling directly applied or 8-10-10 oc bracing. 5-15,6-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-15, 6-13, 8-12, 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1859/Mechanical, 2=1960/0-5-8 (min.0-3-4) Max Horz 2=143(LC 9) Max Uplift 11=-330(LC 7), 2=-385(LC 6) Max Grav 11=2315(LC 29), 2=1960(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=45551793,34=4790/728, 4-5=-4520/714, 5-6=-6747/925, 6-16=-4811/657, 16-17=-4809/657, 7-17=-4808/658, 7-8=-4857/653, 8-9=-2881/394 BOT CHORD 2-15=-733/4193, 14-15=-1012/6597, 13-14=-1021/6686,12-13=-686/4719, 11-12=-443/2871 WEBS 3-15=-323/400, 4-15=-58/997, 5-15=-2283/374, 5-14=0/287, 6-14=0/325, 6-13=-2060/400, 7-13=0/380, 8-13=-108/705, 8-12=-2342/309, 9-12=-150/1447, 9-11=-3495/508 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 Category II; Exp C; Fully Exp.; Ct=1.1 PDO CIC Fn,. psf (flat roof snow); design. OQ� •.• 3) Unbalanced snow loads have been considered for this O\. ••• S�0 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 V ; N •. Q non -concurrent with other live loads. ; O 02 0 5) Provide adequate drainage to prevent water ponding. U 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. 4018 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 0, '.• •: �� ••••••••' 10) Provide metal plate or equivalent at bearing(s) 11 to support reaction shown. (CS \�\ 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 Ib uplift at joint 11 and 385 Ib uplift ON at at joint 2. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ea„ r - - ....gear Ridge ® WARNING - Veriry 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 M Te tldfng Divi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the SOry fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenb ane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 L n Job Truss Truss Type Qty Ply 7158 45043A B3 Roof Special 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 b.uuu s uan 1b zuie m1I eK maustnes, inc. I nu may ub ucwv:n zu ib rage z ID:X4Rm S W0zZ02XOMRG COAfI Fym HyU-IsM UKFscA61VyBDP FKulfT1 6JWGvoorutS KyBdzJayM NOTES - 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard City of ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Md -7473 rev. 10/03/2015 BEFORE USE. • V I /eat R�,.f Design valid for use only with MTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not �• V ae 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, eUiidl n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 �ivis'n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 Ply71511 9-11-5 9-0-11 45043A B4 Roof Special 1 1 LOADING (psf) greater min psf psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:49:20 2016 Page i ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-_bPuDKzG2tuEXZPSHjZsWMvbe8PwPr CyLOx?czJayD - -0- 5-10-15 11-0-0 19-0-0 27-0-0 31-7-8 37-7-0 -0- 5-10-15 5-1-1 8-0-0 8-0-0 4-7-8 5-11-8 Scale = 1:70.0 6x6 = 4.00 r12 2x4 11 6x6 = 4X12 12 4x6 = 10 4x6 = 9 10x10 MT20HS = NOTES - 9-11-5 19-0-0 i 28-2-2 37-7-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 9-11-5 9-0-11 DOL=1.33 9-2-2 9-4-14 Plate Offsets (X Y)-- f2:0-0-12,0-2-01, [4:0-3-0,0-2-121, f6:0-3-0,0-2-121, 18:Edge 0-3-81 [11:0-4-0,0-4-81 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs LOADING (psf) greater min psf psf SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.38 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.73 10-11 >610 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WE 0.94 Horz(TL) 0.17 9 n/a n/a Mp,%5,2016 BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.23 11 >999 240 Weight: 189 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (3-4-8 max.): 4-6, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-11,6-11,7-9: 2x4 SPF No.2 WEBS 1 Row at midpt 7-9 Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1859/Mechanical, 2=1960/0-5-8 (min. 0-3-4) Max Horz 2=95(LC 9) Max Uplift 9=-321(LC 7), 2=-379(LC 6) Max Grav 9=2051 (LC 29), 2=1960(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-4439/778, 3-13=-4362/799, 3-4=-4203/690, 4-14=-5292/837, 5-14=-5293/836, 5-15=-5293/836, 6-15=-5289/837, 6-16=-4285/659, 7-16=-4330/649, 8-9=-348/86 BOT CHORD 2-12=-741/4072, 11-12=-589/3949, 10-11=-640/4013, 9-10=-743/4243 WEBS 3-12=-566/233,4-12=0/468. 4-11=-239/1483, 5-11=-1073/284, 6-11=-261/1413, 6-10=0/397.7-10=-348/181. 7-9=-4441/769 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 of roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs Q. PD 0 ��t; greater min psf psf O ••.•••• •.•• non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. O�� .• SOO �. V N Q 6) All plates are MT20 plates unless otherwise indicated. ' .• .40 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U 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. 4018 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 Ib uplift at joint 9 and 379 Ib uplift 0� �.• •; \�� ••• at joint 2. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and •� F S NAL referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. f 14) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mp,%5,2016 WARNING :Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Do building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M "tTE 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 Gre Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply7158 in (loc) I/deft L/d 45043A B5 Roof Special 1 1 TC 0.70 Vert(LL) -0.28 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:49:30 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-h WOgJ15Xhx9pk5A3spkCwTKIIApZIMvhFvRTM 1 zJay3 -1-0- 6-10-15 13-0-0 19-0-0 25-0-0 3,3-,7-11 37-7-0 -0- 6-10-15 6-1-1 6-0-0 6-0-0 --8 3-11-8 Scale = 1:70.0 Z 0 6x6 = 2x4 II 8x8 = 4.00 (12 4x12 % 1Z 4x6 = lu 4x6 = 9 10x10 MT20HS = 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 0.70 Vert(LL) -0.28 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.58 10-11 >764 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.16 9 n/a n/a FS '•..... •• �\ BCLL 0.0 * Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.19 10-11 >999 240 Weight: 189 Ib FT = 20 BCDL 10.0 eat �i dge Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not 21 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r ,.�%d% 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Gre.noac ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-2-13 max.): 4-6, 7-8. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-11,6-11: 2x4 SPF No.2 WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation fide. REACTIONS. (Ib/size) 9=1859/Mechanical, 2=1960/0-5-8 (min. 0-3-6) Max Horz 2=80(LC 12) Max Uplift 9=-312(LC 7), 2=-373(LC 6) Max Grav 9=1859(LC 1), 2=2065(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-13=-4594/743, 13-14=-4575/758, 3-14=-4375/771, 3-4=-4076/679, 4-15=-3967/683, 5-15=-3969/682, 5-16=-3968/682, 6-16=-3964/683, 6-17=-3920/628, 7-17=-4017/603, 8-9=-277/24 BOTCHORD 2-12=-711/4199, 11-12=-541/3531, 10-11=-585/3525, 9-10=-790/4014 WEBS 3-12=-638/235,4-12=-33R10, 4-11=-99/781, 5-11=-734/171, 6-11=-96/804, 6-10=0/439, 7-10=-539/304, 7-9=-4147/864 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 Pd LIC 3) Unbalanced snow loads have been considered for this design. Q� O 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. O\ •.•""••.• S V ; Soo/v •'. �Q 5) Provide adequate drainage to prevent water ponding. �O 0 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 018 will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. '.• 10) Provide metal plate or equivalent at bearing(s) 9 to support reaction shown. 0,. •.' 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 Ib uplift at joint 9 and 373 Ib uplift FS '•..... •• �\ at joint 2. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ¢t of 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ay 5,2016 LOZCASE(S) Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE eat �i dge Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for on individual building component, not 21 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r ,.�%d% building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire "9 Dfv% S017 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 Gre.noac ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ob Truss Truss Type Qty Ply5043A in (loc) 1/deft L/d Il Be ROOF SPECIAL GIRDER 1 3 Job Refefence (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:49:412016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-tdAgdVDR6KXFYoWA?dRotoH9HcZogKH In6bYEuzJaxu 1 6-3-0 12-2-8 18-2-0 6-3-0 5-11-8 24-1 64680 31-77 3-771--0 55-11-8 2- 9 Scale = 1:65.2 10x14 = 2x4 II 5x10 = 8x12 = 40 = 8x8 = 4.00 1 16 17 2 18 19 3 20 21 22 4 23 24 25 5 6 15 14 13 12 11 10 9 6x12 = 10x10 MT20HS 1Ox16 MT20HS = 10x10 MT20HS — 5x8 — 10x16 MT20HS = 3x6 I 4x6 = 6-3-0 12-2-8 i 18-2-0 24-1-8 F 26-6-0 I 31-7-7 37-7-0 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.54 11-12 >832 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.59 Vert(TL) -0.98 11-12 >455 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.18 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.31 12 >999 240 Weight: 702 lb 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, BOT CHORD 2x8 SPF 1950F 1.7E *Except* except end verticals, and 2-0-0 oc purlins (4-7-5 max.): 1-6. 13-15:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-15: 2x8 SPF 1950F 1.7E, 1-14: 2x4 SPF 1650F 1.5E 6-11: 2x4 SPF ND.2 REACTIONS. (Ib/size) 15=11732/0-5-8 (min. 0-4-4),8=8473/Mechanical Max Horz 15=-198(LC 6) Max Uplift 15=-2045(LC 7), 8=-1414(LC 7) Max Grav 15=11929(LC 22), 8=8561 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-11365/1989, 1-16=-15746/2666, 16-17=-15746/2666, 2-17=-15746/2666, 2-18=-15746/2666,18-19=-15746/2666, 3-19=-15746/2666, 3-20=-28362/4627, 20-21=-28362/4627, 21-22=-28362/4627, 4-22=-28362/4627, 4-23=-28362/4627, 23-24=-28362/4627, 24-25=-28362/4627, 5-25=-28362/4627, 5-6=-26388/4424, 6-7=-23375/3934, 7-26=-22212/3699, 8-26=-22339/3685 BOT CHORD 14-15=-80/1019,13-14=-3903/24947, 12-13=-3903/24947, 11-12=-4265/26450, 10-1 1=-3594/22143, 9-10=-3396/20755, 8-9=-3396/20755 WEBS 1-1 4=-2913/17704, 2-14=-4223/881, 3-14=-1 1056/1687, 3-13=0/373, 3-12=-669/4145, 4-12=-3608/606, 5-12=-253/2297, 5-11=-2955/432, 6-11=-1346/8481, 6-10=-104/350, 7-10=-712/2027, 7-9=-508/194 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-11 2x4 - 2 rows staggered at 0-4-0 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) The Fabrication Tolerance at joint 11 = 16% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been desioned for a live load of 20.ODsf on the bottom chord in all areas where a rectanale 3-6-0 tall by 2-0-0 wide ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/07/2015 BEFORE USE. Design varid 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 busses 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. 7777 ; ••' soo/v% Fo O O 02 i 44018 AL ,2016 Job Truss Truss Type Qty Ply 45043A B6 ROOF SPECIAL GIRDER 1 3 3 [158 ob Reference (optional) Alpine Lumber.Co., Commerce Cky,C0.80022 6.uuu Is Jan 1b ZO16 MI I eK Inaustries, Inc. I nu May uo u(:4u:4C Cult rage L ID: X4RmSWOzZO2XOMRGCOAfIFymHyU-LgkCgrE3tdf6Ax5MZKy1 P?gK10u1ZnXS?mL5mKzJaxl NOTES - 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2045 Ib uplift at joint 15 and 1414 Ib uplift at joint 8. 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/TPI 1. 14) Graphical puffin 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) 197 Ib down and 76 Ib up at 0-3-10, 260 Ib down and 87 Ib up at 2-0-12, 2293 Ib down and 516 Ib up at 4-1-8, 1226 Ib down and 228 Ib up at 6-0-12, 1035 Ib down and 220 Ib up at 8-0-12, 1035 Ib down and 220 Ib up at 10-0-12, 937 Ib down and 158 Ib up at 12-0-12, 1163 Ib down and 165 Ib up at 14-0-12, 1019 Ib down and 175 Ib up at 16-0-12, 945 Ib down and 182 Ib up at 18-0-12, and 1047 Ib down and 187 Ib up at 20-0-12, and 1192 Ib down and 189 fb up at 22-0-12 on top chord, and 4608 Ib down and 853 Ib up at 24-1-8 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: 1-6=-80, 6-8=-80, 8-15=-20 Concentrated Loads (lb) Vert: 1=-184 2=-1184 3=-895 4=-903 11=-4608(B) 16=-218 17=-2251 18=-993 19=-993 21=-1121 22=-977 24=-1005 25=-1150 City Of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. `r Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildng designer must verify the applicability of design parameters and properly incorporate this design into the overall Building Divi$Q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1s09 ^F r•e .—In Job Truss Truss Type Qty Ply 715B TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 847250460 45043A 87 Monopitch 1 1 Max Uplift 1=-105(LC 6), 5=-137(LC 10) Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:18 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-9Cupncn\_LYmyJy5pu6Pgg2E7rQ2_HFiSp3JrpzJgJh 6-8-0 13-4-0 6-8-0 6-8-0 4x6 11 Scale = 1:30.2 4x6 II 2x4 II 3x5 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.76 BC 0.42 WB 0.35 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.05 5-6 >999 360 Vert(TL) -0.12 5-6 >999 240 Horz(TL) 0.03 5 n/a n/a Wind(LL) 0.02 1-6 >999 240 PLATES GRIP MT20 185/144 Weight: 52 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-12 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. SLIDER Left 2x4 HF Stud 3-6-0 WEBS 1 Row at midpt 3-5 REACTIONS. (Ib/size) 1=659/Mechanical, 5=659/Mechanical Max Horz 1=244(LC 7) Max Uplift 1=-105(LC 6), 5=-137(LC 10) Max Grav 1=695(LC 14), 5=786(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1189/174, 4-5=-306/78 BOT CHORD 1-6=-174/1038, 5-6=-174/1038 WEBS 3-6=0/302, 3-5=-1088/243 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. PD 0 LAG, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) •••�•�• F/Gs 1=105, 5=137. �QQ` V� : •' 500/y .•. �t`Q O O O2 -44018 0. ON, /May: May: ,201 ® WARNING - Verffy 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 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 9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M► 'C, �L 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 k Lane o� Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109, Job Truss Qty847250481 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TrussType TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 45043A B8 onopitch 6 1 BC 0.34 Vert(TL) -0.19 2-8 >427 240 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:19 2016 Page 1 I D:X4Rm S WOzZO2XOMRGCOAfIFymHyU-dPS B?yn7lfgdaS WHMcdeNtaMMFnRjjyrhTptNGzJgJg -1-0-0 6-11-0 13-8-4 20-9-0 1-0-0 6-11-0 6-9-4 7-0-12 4.00 12 4x6 11 Scale = 1:42.0 3x4 II 0 0 N Plate Offsets (X Y)-- [3:0-3-12,0-2-21, [4:0-6-0,0-3-41, I5:0-3-8 Edgel 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) -0.07 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.19 2-8 >427 240 TCDL 10.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.02 6 n/a n/a Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.03 2-8 >999 240 Weight: 77 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 'Except` except end verticals. 3-8: 2x4 HF Stud, 3-6: 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 4-6 REACTIONS. (Ib/size) 6=663/Mechanical, 2=370/0-3-8, 3=1104/0-5-8 Max Horz 2=312(LC 7) Max Uplift 6=-129(LC 10), 2=-62(LC 6), 3=-247(LC 10) Max Grav 6=887(LC 15), 2=371 (LC 15), 3=1194(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=307/77, 3-4=-1440/157, 5-6=-345/83 BOT CHORD 3-7=-162/1292, 6-7=-165/1286 WEBS 4-7=0/292, 4-6=-1326/230 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Ot=1b) 6=129,3=247. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 appfcability 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/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. �o\),p,D 0 LIcF�s O O O� 4018 e sF0illAL flay 5,2016 feat Ridge WeUiiding Divison 7777 Green ck Lane / Job Truss Truss Type City Ply 7158 DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 R47250482 45043A B9 Monopitch 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May U4 16:20:19 2U1b Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-dPS B?yn7lfgdaS WHMcdeNtaOdFkglnrhTptNGzJgJg 6-10-8 13-9-0 6-10-8 6-10-8 4x8 = Scale =1:30.9 5x6 II 6 3x4 = 3x4 II 9-7-4 13-9-0 9-7-4 4-1-12 Plate Offsets (X Y)-- 11 0-3-0 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.16 1-6 >743 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.41 1-6 >282 240 TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wnd(LL) 0.04 1-6 >999 240 Weight: 53 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 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 3-6-12 REACTIONS. (Ib/size) 1=485/0-3-0, 5=211/Mechanical, 6=665/0-5-8 Max Horz 1=244(LC 9) Max Uplift 1=-76(LC 6), 5=-71 (LC 7), 6=-114(LC 6) Max Grav 1=485(LC 1), 5=240(LC 14), 6=812(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-593/131 BOT CHORD 1-6=-181/501 WEBS 3-6=-753/262 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; 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 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. 0 LIEF �Pp 6) Refer to girder(s) for truss to truss connections. Q •.•••.• �/ truss to bearing capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=1b) •• rJooti S�O 7) Provide mechanical connection (by others) of plate ���� •• 'Q� 6=114. : �• 'G • • i -44018 FSS AL ay 5,2016 . � I[1 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M[Tek0 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 130ding Divison building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback L Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. suite log o 9,,.- re osasn Job Truss Truss Type Qty Ply 45043A C1 Hip Girder 2 •f G [15B ob Reference (Optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:49:55 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-TK06ZI O DpdiGDxbsgZh4RIsdEFNj6rAM?I?Hj4zJaxg 1 -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 1210-0� 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 46 = 4.00 12 3x9 = 4x6 = Scale = 1:36.5 13 14 15 16 3x5 3x4 = 2x4 II 3x4 = 3x5 5-0-0 10-0-0 15-0-0 20-0-0 + 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets (X Y)-- [2:0-0-8,0-1-81,[6:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.01 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.10 9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.20 9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.06 9 >999 240 Weight: 158 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 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 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1600/0-5-8 (min. 0-1-8),6=1600/0-5-8 (min. 0-1-8) Max Horz 2=-30(LC 47) Max Uplift 2=-268(LC 6), 6=-268(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3614/434, 3-11=-3261/431, 4-11=-3265/430, 4-12=-3265/431, 5-12=-3261/431, 5-6=-3614/434 BOT CHORD 2-10=-373/3337, 10-13=-421/4476, 13-14=-421/4476, 9-14=-421/4476, 9-15=-421/4476, 15-16=-421/4476, 8-16=-421/4476, 6-8=-351/3337 WEBS 3-10=-29/993, 4-10=-1289/89, 4-9=0/389, 4-8=-1289/89, 5-8=-29/993 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: 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. 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 0 LICF� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. �Q,PD 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 \ �•.•••••••.S �� Soo/,V*. .� FQ non -concurrent with other live loads. .' �� 0 ; 7) Provide adequate drainage to prevent water ponding. 2 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7 ; 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 018 will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 Ib uplift at joint 2 and 268 Ib uplift at joint 6. •. ; 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �(Ci �� �•••.••.•••••�� referenced standard ANSIrrPI 1. Ur8 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 0fVAL 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 Ib down and 94 Ib up at o -u -u, oa lD Down ac I-D-Iz, oo lu uuwn ai a-u-ic, oo iu uuwn ar ru-i i -v, arru oo m uuwn m iz r , anu Yoa ru uuwr a ru o� u Ma ' 5,2016 up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. L0"VWW)vASip96Wy0 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. sA d Design valid for use only, with MfrekO 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 Mirek"Iii,.Building Dlvise• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 Oty Ply 45043A C7 Hip Girder 2 •f L [1513 ob Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-459(8) 8=-459(B) 13=-33(B) 14=-33(8) 15=-33(B) 16=-33(B) B.Uuu s Jan 1 b zuI b MI I eK mauslrles, Inc. I nu May ub u/:4N:00 Zulb rage z I D:X4Rm S WOzZO2XOMRGCOAfIFym HyU-TK06ZIODpdIGDxbsgZh4RIsdEFNj6rAM?I?Hj4zJaxg City of ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. ti Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, notNil' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Building Diviso n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Job Truss Truss Type Qty Ply 7158 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 847250484 45043A C2 Roof Special 1 1 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.22 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 A nnr;-,- 7-0-0 6x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:22 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-2_7Jd-q01 a2B RwFs2kAL?WCs-SkOw1 tHNR1 X_bzJgJd 6-0-0 5x6 = 3-6-0 3-6-0 Scale = 1:36.5 8 4x6 2x4 I 5x10 = 3x6 = 7-0-0 13-0-016-6-0 20-0-0 7-0-0 6-0-0 3-6-0 3-6-0 Plate Offsets (X Y)- [2:0-3-13,0-1-131,[9:0-4-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.11 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.61 Vert(TL) -0.22 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.06 9-10 >999 240 Weight: 74 lb 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 4-5: 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (2-7-0 max.): 4-5, 6-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 8=991/0-5-8, 2=1075/0-5-8 Max Horz 2=56(LC 7) Max Uplift 8=-167(LC 7), 2=-215(LC 6) Max Grav 8=1016(LC 29), 2=1172(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1975/308, 4-5=-1751/304, 5-6=-1872/298 BOT CHORD 2-10=-256/1770, 9-10=-260/1763, 8-9=-358/1839 WEBS 4-10=0/264, 6-8=-1929/381 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. D 0 L 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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�•'�S0O fit between the bottom •• V Q N �% Q will chord and any other members. 8) truss to bearing 100 Ib uplift at except Qt=1b) ; ; O C) Provide mechanical connection (by others) of plate capable of withstanding joint(s) i- 8=167, 2=215. • 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 44018 ONAI. E��\ May 5,20119 Of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. y Ridge r3 e Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not * Wheal f>`7 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 19 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 properly damage. For general guidance regarding the �1d1n9 pIViSOr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] 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 7156 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 847250485 45043A �C3 Roof Special 1 1 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.48 9-10 >501 240 BCDL 1 00 1 . Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:23 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-WAhirKreotA224g2bRhaXj16us2GtWGRc5n4W1 zJgJc -1-0-0 4-7-12 9-0-0 11-0-014-6-0 i 20-0-0 1-0-0 4-7-12 4-4-4 2-0-0 3-6-0 5-6-0 Scale = 1:36.5 4x6 = 46 = 5x6 11— 9 3x9 — 5x10 = 3x6 = 9-0-0 i11-0-0 14-6-0 20-0-0 9-0-0 2-0-0 3-6-0 5-6-0 Plate Offsets (X Y)-- [2:0-3-13,0-1-131, f6:0-2-8,0-0-121,[7:0-2-8,0-2-01, [B:Edge 0-3-81 [10:0-4-12 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 0.63 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.73 Vert(TL) -0.48 9-10 >501 240 BCDL 1 00 1 . Rep Stress Incr YES WB 0.49 Horz(TL) 0.07 9 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -S Wind(LL) 0.06 10 >999 240 Weight: 80 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-4-15 max.): 5-6, 7-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. SLIDER Left 2x4 HF Stud 2-4-5 WEBS 1 Row at micipt 7-9 REACTIONS. (Ib/size) 9=991/0-5-8, 2=1075/0-5-8 Max Horz 2=89(LC 9) Max Uplift 9=-161(LC 7), 2=-203(LC 6) Max Grav 9=991(LC 1), 2=1284(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2330/353, 4-5=-1807/232, 5-6=-1640/245, 6-7=-1736/222, 8-9=-306/79 BOT CHORD 2-11=-317/2082, 10-11=-213/1588, 9-10=-343/1803 WEBS 4-11=-469/197, 6-10=-10/323, 7-10=-405/162, 7-9=-1871/349 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 A 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. p 0 L'�,F 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 QIP �J •••• ••• •• �s will fit between the bottom chord and any other members. • SQA •0, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) N •• Q 9=161,2=203. i Q i 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U 4018 -o • • cc �SS�ONAL E��\ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Q is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the /G fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback ,an Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 A c QA Job Truss Truss Type City Ply 7158 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250486 45043A C4 Roof Special 1 1 Vert(TL) -0.20 9-10 >999 240 1 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:23 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-WAhirKreotA224g2bRhaXjl7as5tfU KRc5n4 W1 zJgJc -1-0-0 5-1-12 10-0-0 12-6-0 16-1-4 20-0-0 1-0-0 5-1-12 4-10-4 2-6-0 3-7-4 3-10-12 Scale= 1:35.9 5x6 = Oxo II ""' - 5x10 = 4x6 = 6-4.12 6-1-4 - - - - -- _ _... 7-6-0 Plate Offsets (X Y)-- [2:0-3-13,0-1-131, [10:0-4-12,0-3-01 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 0.52 Vert(LL) -0.09 10-11 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.20 9-10 >999 240 1 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.06 10-11 >999 240 Weight: 80 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (4-4-10 max.): 6-8. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-7-14 REACTIONS. (Ib/size) 9=991/0-5-8, 2=1075/0-5-8 Max Horz 2=125(LC 7) Max Uplift 9=-160(LC 7), 2=-194(LC 6) Max Gram 9=1009(LC 27), 2=1075(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2030/294, 4-5=1831/274, 5-6=-1775/243, 6-7=-1663/208 BOT CHORD 2-11=-290/1828,10-11=-228/1361.9-10=-227/1115 WEBS 4-11=-324/158, 5-11=-84/531, 5-10=-61/685, 6-10=-806/150, 7-10=-47/685, 7-9=-1309/263 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. LCF 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?,No 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 �\�X••SooN .�s�.O will fit between the bottom chord and any other members. V . O • O2 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) �O 9=160,2=194. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4018 Fss� N1 �� y 0 - May 5, 016 ® WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE. OCL, 's0 Design valid for use only with MirekO 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 ij 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 L ^ Job Truss Truss Type Qty Ply 715B TOP CHORD 2x8 SPF 195OF 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verlicals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except` 847250487 45043A C5 Flat Girder 1 2 Max Uplift 10=-1643(LC 4), 6=-1009(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-6288/1640, 1-2=-12559/3252, 2-3=-12559/3252, 3-4=-7432/2042, 4-5=-7432/2042, Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:25 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-SYpS FOsuKVQm I N_Rjsk2d8gXfgk37Nlk3PGBbvzJgJa 6-1-8 10-0-0 1 13-10-8 i 20-0-0 _ 6-1-8 3-10-8 3-10-8 ' -- 6-1-8 3x9 II 8x12 = 3x9 II 6x12 = 6x12 = 1 11 12 2 13 3 14 4 15 16 17 5 10x10 MT20HS 11 8x12 = 2x4 II 8x12 = Scale = 1:35.9 10x10 MT20HS II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012ITP12007 CSI. TC 0.30 BC 0.71 WB 0.68 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.19 8-9 >999 360 Vert(TL) -0.30 8-9 >774 240 Horz(TL) 0.05 6 n/a n/a Wmd(LL) 0.11 8-9 >999 240 PLATES GRIP MT20 185/144 MT20HS 148/108 Weight: 255 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x8 SPF 195OF 1.7E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verlicals. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except` 1-10,5-6,1-9,5-7: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 10=6478/0-5-8, 6=3984/0-5-8 Max Harz 10=-111(LC 22) Max Uplift 10=-1643(LC 4), 6=-1009(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-6288/1640, 1-2=-12559/3252, 2-3=-12559/3252, 3-4=-7432/2042, 4-5=-7432/2042, 5-6=-3877/1026 BOT CHORD 9-10=-173/383, 8-9=-2943/10632, 7-8=-2943/10632 WEBS 1-9=-3428/13201, 2-9=-6452/1662, 3-9=-486/2317, 3-7=-3795/1039, 4-7=-925/361, 5-7=-2155/7794 NOTES - 1) 2 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chards connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 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: 2x6 - 2 rows staggered at 0-9-0 oc, 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip p CIC��s DOL=1.33 �o�Pp •••...•• 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 0 : ••' 500/V .% FO 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. ; 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. : 018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Q 10=1643,6=1009. 10) Graphical does not depict the size or the orientation of the along the top and/or bottom chord. •• ; 0� •.� purlin representation purlin 536 Ib down 142 Ib •: \� ••••.... 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) and up at 0-2-12, 145 Ib down and 65 Ib up at 2-0-12, 230 Ib down and 74 Ib up at 4-0-12, 6348 Ib down and 1539 Ib up at 6-1-8, 189 Ib (C. s/QN L �\ down and 769 Ib up at 8-0-12, 139 Ib down and 685 Ib up at 10-0-12, 200 Ib down and 327 Ib up at 12-0-12, 238 Ib down and 182 Ib up at 14-0-12, 316 Ib down and 398 Ib up at 15-2-0, and 425 Ib down and 71 Ib up at 17-1-4, and 435 Ib down and 72 Ib up at 19-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. M 5,00116 c"rte WARNINt;-rVerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek tY is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the O7(�- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenhack a �S0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1�9^ r eG rj Job Truss Truss Type Qty Ply 715B R47250487 45043A CS Flat Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MI I ek Industries, Inc. Weal May 04 1b:2U:2b 2U1b rage 2 I D:X4RmS WOzZO2XOMRG COAfIFymHyU-SYpSFOsuKVQm I N_Rjsk2d8gXfgk37NIk3PGBbvzJgJa LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 1=-523 2=-6308 3=7 4=-218 11=-127 12=-210 13=-156 14=-180 15=29 16=-405 17=-418 Ot ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711-7473 rev. 10103/2015 BEFORE USE, e Design valid for use only with M7ekO 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI] 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„nr� re oc Job Truss Truss Type Qty Ply 7156 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc pudins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 847250488 45043A C6 Hip 1 1 Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:25 2016 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFym HyU-SYpSFOsuKVQm IN_Rjsk2d8gNXgol7TLk3PG BbvzJgJa -1 0-0 7-0-0 I 13-0-0 1 20-0-0 _ 21-0-0 1-0-0 7-0-0 6-0-0 7-0-0 1-0-0 Scale = 136.4 6x6 = __ f 4x8 = 5x6 I I 2x4 11 3x4 = 5x6 i t 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 0.94 BC 0.46 WB 0.26 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.14 9-10 >999 360 Vert(TL) -0.26 9-10 >933 240 Horz(TL) 0.07 7 n/a n/a Wind(LL) 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 70 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E 2-0-0 oc pudins (2-2-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 3-6-11, Right 2x4 HF Stud 3-6-11 REACTIONS. (Ib/size) 2=1080/0-5-8, 7=1080/0-5-8 Max Horz 2=40(LC 12) Max Uplift 2=-217(LC 6), 7=-217(LC 7) Max Grav 2=1197(LC 27), 7=1197(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2028/329, 4-5=-1803/349, 5-7=-2028/329 BOT CHORD 2-10=-262/1811, 9-10=-266/1804, 7-9=-235/1811 WEBS 4-10=0/259, 4-9=-278/278, 5-9=0/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) 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. D 0 Ll 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •••••,• will fit between the bottom chord and any other members. 0 •• S�0 '•.• d 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b)•• • 0 2=217,7=217. r� 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. : : 018 -v • • cr SS�ONA'i E� Ma y° 5 2016 c•;1 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. �q1 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not rY l�`q 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 7"'q/ �e is always required for stability and to prevent collapse with ossible personal injury and property damage. For general guidance regarding the M i7e k" 9 Y 9 N P P P P 1 N P P Y 9 9 9 9 9 /� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Ljs Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7156 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, 5-6:2x4 SPF No.2 except 847250489 45043A C7 Hip Girder 1 1 REACTIONS. (Ib/size) 2=1164/0-5-8,9=1089/0-5-8 Max Horz 2=51 (LC 48) Max Uplift 2=-243(LC 6), 9=-212(LC 7) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:26 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-wINgTMtW5oZdvXZdHaFH9M NgF34Ssx9ll3?k7MzJgJZ r - 5-4-3 20-0-0 r--0-0 4 2-0-0 4-7-13-100 4-7-13 9-0.0 11-0-0 1 t0-0 -0 I Scale = 1:36.4 4x6 = 6x6 = 4x12 - 3x9 = 3x4 = 5x6 II LOADING (psf) TCLL 30.0 (Roof Snow=3 0) 1 0.0 TCDL 1 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 0.43 BC 0.77 WB 0.22 Matrix -R DEFL, in (loc) I/def! L/d Vert(LL) -0.12 11-12 >999 360 Vert(TL) -0.34 2-12 >715 240 Horz(TL) 0.08 9 n/a n/a Wind(LL) 0.06 2-12 >999 240 PLATES GRIP MT20 185/144 Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, 5-6:2x4 SPF No.2 except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (3-10-15 max.): 5-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-4-5, Right 2x4 HF Stud 2-4-5 REACTIONS. (Ib/size) 2=1164/0-5-8,9=1089/0-5-8 Max Horz 2=51 (LC 48) Max Uplift 2=-243(LC 6), 9=-212(LC 7) Max Grav 2=1426(LC 27), 9=1351(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-2559/383,4-5=-2019/271, 5-6=-1841/283, 6-7=-2001/267, 7-9=-2513/367 BOT CHORD 2-12=-336/2293, 11-12=-154/1826, 9-11=-283/2246 WEBS 4-12=-476/187, 5-12=-20/329, 6-11=-9/257, 7-11=-442/175 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) Provide adequate drainage to prevent water ponding. 0 LIOFy 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 3-6-0 tall by 2-0-0 O,PD �• c�F.O 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle wide ��� ••'S00ti •• will fit between the bottom chord and any other members. 100 Ib V • Q Off; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except Jt=1b) ; 2=243,9=212. U 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 Ib down and 32 Ib up at 4018 1-11-4 on top chord, and 93 Ib down and 49 Ib up at 1-10-8 on bottom chord. The design/selection of such connection device(s) is .Q 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). 0, '••• •: LOAD CASE(S) Standard sS�ONM-E� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 May 5,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. „�t . �_ Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on 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 t 77j9 9LJ 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 collase with possible personal injury and NSI/TPII Quality Criteproperty damage. ria, D58�89 and BCSI Bulal guidance garding the lding Component 7777 Greenback Lan /�7`r0� fabrication, storage, delivery,erection and bracingof trusses and truss systems, see 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 715B 847250489 45043A C7 Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:27 2016 Page 2 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-OxxCghu8s6hUXh8ggHmV1/Zwr?TQhbOPDXilifozJgJY LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 6-10=-80, 2-9=-20 Concentrated Loads (Ib) Vert: 15=-93(F) Cit y Of ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Im Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not V a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ^ Job Truss Truss Type Qty Ply 7156 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250490 45043A D1 Hip Girder 1 2 Vert(TL) -0.34 10-11 >706 240 TCDL 10.0 Rep Stress Inc, NO WB 0.36 Horz(TL) 0.05 8 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City, C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:28 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-s7Vbu1 umdQpL9rj00?HIEnS?gtmmKpWAINUrCEzJgJX 1 -1-0-05-11-8 9-11-8 13-11-8 I 19-11-8 20-11-8, 1-0-C, -0 00 5-11-8 4-0-0 4-0-0 6-0-0 1-0-0 Scale= 1:36.4 5x8 = 4.00 12 3x4 = 5x8 = 4x12 II 4x6 = 4x6 = 4x12 II 5-11-8 8-0-0 6-0-0 Plate Offsets (X Y)-- I2.0-8-6 Edgel I8.0-8-3 Edgel 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) -0.19 10-11 >999 360 MT20 185/144 (Roof Snaw=30.0) Lumber DOL1.15 8C 0.65 Vert(TL) -0.34 10-11 >706 240 TCDL 10.0 Rep Stress Inc, NO WB 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.11 10-11 >999 240 Weight: 208 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 3-0-12, Right 2x6 SPF 165OF 1.5E 3-0-15 REACTIONS. (Ib/size) 2=2290/0-5-8, 8=2286/0-4-8 Max Horz 2=-35(LC 47) Max Uplift 2=-506(LC 6), 8=-505(LC 7) Max Grav 2=2333(LC 27), 8=2331 (LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-4808/994, 4-5=-4188/924, 5-6=-4212/929, 6-8=-4829/999 BOT CHORD 2-11=-866/4283, 10-11=-1007/4995, 8-10=-858/4307 WEBS 4-11=-331/1918, 5-11=-1000/233, 5-10=-973/227, 6-10=-330/1912 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. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 PDQ L/C 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 F/�s 5) Unbalanced snow loads have been considered for this design. �Q�••••.••• soo ' •• fit` 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 •• V ; N •• 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 4 1 will fit between the bottom chord and any other members. p 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) :• •� G� 2=506,8=505. 11) Graphical does not depict the size or the orientation of the along the top and/or bottom chord. 0 •• ��� iC(CS •'••••••'•• purlin representation purlin 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 770 Ib down and 196 Ib up at 5-11-8, 294 Ib down and 80 Ib up at 8-0-4, 294 Ib down and 80 Ib up at 10-0-4, and 294 Ib down and 80 Ib up at 11-10-12, and 770 Ib down and 196 Ib up at 13-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of ty Of others. May 5,2016 LOAD CASE(S) Standard U WARNINe- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/032015 BEFORE USE. � % �9 e Design valid for use only with MiTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not design incorporate this design into the overall �e ng a truss system. Before use, the building designer must verify the applicability of parameters and properly is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing Q',,;So building design. Bracing indicated prevent of injury damage. For regarding the MiTek' n is always required for stability and to prevent collapse with possible personal and property general guidance fobdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log^F rn nce.n Job Truss Truss Type Qty PlyLJob5Reference R47250490 45043A D1 Hip Girder 1 (optional) Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 11=-770(F) 10= -770(F)14= -294(F) 15=-294(F) 16=-294(F) 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:28 2016 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-s7Vbul umdQpL9rj00?HIEnS?gtmmKpWAINUrCEzJgJX ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.r �t ea [� Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not s' t R%QI a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ''� �LO 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 g Q ad fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback L 1V1,S� Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 n Job Truss Truss Type Qty PlyLJob5Reference PLATES GRIP MT20 185/144 Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 847250491 45043A D2 Hip 1 except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:30 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-p WcLJjwl913309sPWQJDKCYJOhW oeDTDhzyG7zJgJV 4-1-8 7-11-8 1 11-11-8 15-9-12 19-11-8 120-118, 1-0-0 4-1-8 3-10-0 4-0-0 3-10-4 4-1-12 1-0-0 Scale = 1:36.4 4x6 = 6x6 = 12 9 5x6 = 3x9 = 3x4 = 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/TP12007 CSI. TC 0.62 BC 0.41 WB 0.67 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.07 9-10 >999 360 -0.20 9-10 >999 240 0.05 9 n/a n/a 0.04 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-11 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E 5) Provide adequate drainage to prevent water ponding. except end verticals, and 2-0-0 oc purlins (4-9-7 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=1075/0-5-8, 9=1075/0-4-8 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)S�0 9=217. •-F12=217, N ••09) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Max Horz 12=-15(LC 13) G• F Max Uplift 12=-217(LC 6), 9=-217(LC 7) Max Grav 12=1264(LC 27), 9=1264(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/8, 3-4=-1577/253, 4-5=-1430/264, 5-6=-1581/254, 6-7=-330/7, 2-12=-430/113, 7-9=-433/113 BOT CHORD 11-12=-220/1533, 10-11=-149/1433, 9-10=-222/1545 WEBS 3-12=-1495/303, 6-9=-1498/306 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. 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 0 L f�F will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b)S�0 9=217. •-F12=217, N ••09) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G• F -44018 NA EN M 5,/2..,,01gltY of ,& WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' ,1Oa t'?id9e Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall •Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire •&ult(if is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the h fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Green6a ane g �IVISp� Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R47250492 45043A D3 Common 2 1 BC 0.64 Vert(TL) -0.44 8-9 >536 240 will fit between the bottom chord and any other members. -Ib BCDL 1 0.0 1 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 ' 5-1-8 4-10-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:30 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-p WcLJjw1913309sP WQJDKCYLjhSKocwTDhzyG7zJgJV 4x6 = 4-10-4 5-1-12 ' 1-0-0 Scale = 1:35.2 10 4x6 = 8 3x9 = 46 = Plate Offsets (X Y)-- f2:0-0-8,0-1-81 [6:0-0-8,0-1-81 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; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 8-9 >999 360 MT20 185/144 (Roof Snow=30) Lumber -DOL 1.15 BC 0.64 Vert(TL) -0.44 8-9 >536 240 will fit between the bottom chord and any other members. -Ib BCDL 1 0.0 1 Rep Stress Incr YES WB 0.82 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.04 9 >999 240 Weight: 81 Ib FT = 20% BCDL 10.0 ONA1.- LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10,6-8: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 10=1073/0-5-8, 8=1073/0-4-8 Max Horz 10=-25(LC 11) Max Uplift 10=-209(LC 6), 8=-209(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/48, 3-4=-1314/188, 4-5=-1315/187, 5-6=-291/48, 2-10=-363/139, 6-8=-366/139 BOT CHORD 9-10=-219/1372, 8-9=-211/1380 WEBS 3-9=-327/191, 4-9=0/416, 5-9=-336/193, 3-10=-1316/256, 5-8=-1317/258 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 0 L /c, will fit between the bottom chord and any other members. -Ib •••••�• • NP— Provide mechanical connection b others of truss to bearing late capable of withstanding 100 Ib uplift at joints except t 7 (Y ) 9 p P 9 P 1 O P (1 -) 10=209,8=209. �� • S �0 N Q C7•� OQ O. 4018 � % :•� ONA1.- May 5,2016 ® WARNING - Verify design in and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. ea ` 6Ridge Design valid for use only with MfrekOO connectors. This design is based only upon parameters shown. and is for an individual building component, not `J a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is torevent bucklingp of individual truss web and/or chord members only. Additional tem ora and ermanent bracin IfrJi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the g Mi Te ng QiVl80n fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 G.e;b.2. ane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715B I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250493 45043A D4 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.31 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 4x 8.01U 5 Apr ZU ZU16 MI I ek Industries, Inc. Wed May U4 16:ZU:31 ZU1b rage 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-HiAj W3xfwLBw01Rb37rSsP4YD4gAX4dcSLj VoZzJgJ U 4-10-0 4-10-4 5x6 = 3 5-1-12 Scale = 1:33.5 3x9 = 4x8 = 1N 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) -0.12 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.31 6-7 >757 240 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.04 7 >999 240 Weight: 79 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 1-8,5-6: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=975/0-5-8, 6=975/0-4-8 Max Horz 8=-19(LC 11) Max Uplift 8=-147(LC 6), 6=-147(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-450/14, 2-3=-1334/201, 3-4=-1335/200, 4-5=-459/14, 1-8=-322/72, 5-6=-326/73 BOT CHORD 7-8=-224/1395, 6-7=-234/1404 WEBS 2-7=-315/170, 3-7=0/400,4-7=-323/172,2-8=-1 168/277,4-6=-1165/279 Structural wood sheathing directly applied or 4-10-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Ii; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=147,6=147. 6Q,ND 0 LI�F�s ;x SO°N'•.Fo �•o o2s 4018 ONAL c;f May 5,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parametersshown, and is for an individual building component, not�' k UI 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 M iTek' 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 ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type City Ply 715B PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 7-8 >999 360 R47250494 45043A D5 Hip 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:32 2016 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFym HyU-Ivk5jPyHheJneSOndgMhPddiAU BdGTkm g?S3LOzJgJT 4-6-12 4-3-4 2-3-0 4-3-8 4-7-0 4x6 = 46 = Scale = 1:34.9 1°4x6 = 7 3x9 = 3x4 = 4x6 = Plate Offsets (X Y)— [4:0-2-8,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.14 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber -DOL 1.15 BC 0.46 Vert(TL) -0.37 7-8 >633 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 8 >999 240 Weight: 83 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (4-8-3 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-14(LC11) Max Uplift 10=-154(LC 6), 7=-155(LC 7) Max Gray 10=1201(LC 26), 7=1201(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/18, 2-3=-1671/227, 3-4=-1503/237, 4-5=-1673/228, 5-6=-275/18, 1-10=275/56, 6-7=-278/57 BOT CHORD 9-10=-247/1713, 8-9=-133/1504, 7-8=-260/1724 WEBS 5-8=-258/162, 2-10=-1738/301, 5-7=-1742/303 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) Provide adequate drainage to prevent water ponding. 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. P00 Llc 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=154,7=155. ���•••••••.•`/%s •• SO0 •• N 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V: OQ O .Q 2 . • 44018 M 016 ® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. of Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' a!� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire `9�} is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j`, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac ne y,SO Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109.. Job Truss Truss Type Qty Ply 7156 (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 847250495 45043A D6 Hip 1 1 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:33 2016 Page 1 I 3-1 2 I D:X4RmSWOzO2XOMRGCOAfIFymHyU-D51UxlyvSyReI FcbzBYtwxgAm BuZ 1?06vvfCctSzJgJS 3-66- 10-0 13-1-0 16-4-8 19-1108 - 3-34 -3-0 -3-8 -7-12 Scale = 1:34.9 3* 5x6 = 6x6 = 10 7 3x9 = 3x4 = 3x5 = 3x5 = LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.07 8-9 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.15 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 7 n/a n/a BOLL 0.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.04 8-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD 3-4: 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud REACTIONS. (Ib/size) 10=983/0-3-0, 7=983/0-4-8 Max Horz 10=-19(LC 8) Max Uplift 10=-164(LC 6), 7=-164(LC 7) Max Grav 10=1056(LC 26), 7=1057(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1568/273, 3-4=-1461/283, 4-5=-1573/275 BOT CHORD 9-10=-228/1383, 8-9=-209/1466, 7-8=-249/1396 WEBS 2-9=-24/322,5-8=-31/316,2-10=-1484/280, 5-7=-1491/282 PLATES GRIP MT20 185/144 Weight: 80 Ib FT = 20 Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-9 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chard 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=164,7=164. 8) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. _6,Pa0L1cc4 Com: ••• Soo//, •••FO ;U U; 4018 • _ o�FSS�ONA� � 5,2016'/y of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not l'y9e 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 I%Ing D fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba ane IIr1sOn Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 L Job Truss Truss Type Qty Ply 7158 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.12 8 >999 360 847250496 45043A D7 Hip 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 , 4-10-0 i 9-11-E 4-10-0 5-1-8 4.00 12 4x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:33 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-D51UxlyvSyReFcbzBYtwxgAo2uY4??XvvfCctSzJgJS 3x9 = 5-1-8 4x6 = 4-10-8 Scale = 1:34.7 10 _ 6 3x4 I 4x8 — 2x4 II 4x8 = 3x4 Plate Offsets (X Y)-- F1 Edge 0-2-01 F5:Edge 0-2-01 F7:0-1-12 0-1-121 f9:0-2-12 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 0.72 Vert(LL) -0.12 8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.22 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.07 8 >999 240 Weight: 78 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 2-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-26(LC 8) Max Uplift 10=-171 (LC 6), 6=-171(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1707/288, 2-3=-1599/301, 3-4=-1608/303, 4-5=-1717/290, 1-10=-925/192, 5-6=-924/193 BOT CHORD 9-10=-50/305, 8-9=-352/2443, 7-8=-352/2443, 6-7=-64/316 WEBS 3-9=-930/140, 3-7=-920/138, 1-9=-192/1492, 5-7=-193/1493 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 (jt=lb) p 0 L /C 10=171,6=171. does depict the size or the orientation of the along the top and/or bottom chord. �o�,p •......� •' 8) Graphical purlin representation not purlin C� : s��� .•• FQ O 4018 May 5,20160 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M71-7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on 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 �p-�!" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the q'„ „ fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greeriback.Lana Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109,,.ei� re ocr;sn Job Truss Truss Type City Ply 7156 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 8 >811 360 847250497 45043A D8 Hip 1 1 TCDL 10.0 BCDL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 6 nla n!a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:34 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-hHss85zXDGZUtmAAIF09U2iyBlonkRJ28Jx9PuzJgJ R 2-10:09-11-8 17-1-0 19-11-8 2-10-0 7-1-8 7-1-8 2-10-8 Scale = 1:34.7 4.00 12 4x8 = 2 5 N 5x8 = 3 11� 4x8 = 10 2X4 412 2X4 l 4X12 2X4 I 2-10-0 7-1-8 7-1-8 2-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.29 8 >811 360 MT20 185!144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.49 7-8 >477 240 TCDL 10.0 BCDL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.10 6 nla n!a BCDL 10.0 Code IRC2012/TPI2007 Matrix -S Wincl 0.14 8 >999 240 Weight: 75 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, 2-4: 2x4 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 2-4. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-6-11 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-9.3-7 3-9,3-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=983/0-3-0, 6=983/0-4-8 Max Horz 10=-33(LC 6) Max Uplift 10=-176(LC 6), 6=-176(LC 7) Max Grav 10=1087(LC 25), 6=1085(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1719/246, 2-3=-1646/258, 3-4=-1664/261, 4-5=-1739/249, 1-10=-1093/174, 5-6=-1089/175 BOT CHORD 8-9=-557/3864, 7-8=-557/3864 WEBS 3-9=-2282/340, 3-8=0/295, 3-7=-2264/337, 1-9=-226/1746, 5-7=-228/1757 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) Provide adequate drainage to prevent water ponding. 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 �Po a LicF will fit between the bottom chord and any other members. 0 •••�.•••• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=lb) 10=176,6=176. • Sooty •'.sFO V Q 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • 4018 0 Ca SS�ONA••• May 5 016 —city °f ® WARNING -Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE Mll-7477 rev. 10/0912015 BEFORE USE. eat R/dg Design valid for use only with MTekO 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* 8:!!�(�! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' n9 D% is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the V!$O,7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 71,111 TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-4-15 max.): 2-6. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 847250496 45043A D9 Hip 1 1 Max Uplift 14=-179(LC 6), 8=-179(LC 7) Max Grav 14=1232(LC 25), 8=1230(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 2U 2016 Mi fek Industries, Inc. Wed May 04 16:20:35 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-9UQEMQ_9zZhLVwlMizvO1 FF8Ti7YTrXCMzhjxKzJgJQ i0r 10-°-i 5-5-10 9-11-8 14-5-6 19-1-0 X19-11-81 0-10-0 4-7-10 4-5-14 4-5-14 4-7-10 0-10-8 Scale = 1:34.3 4.00 14 2x4 11 3x6 = 4x6 = 3 6x6 = 2x4 II 4 5x8 = 4x6 = 5 2x4 11 6x10 = 6 7 1n a 6x6 = 2x4 II 3x6 = 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 0.72 BC 0.83 WB 0.86 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.52 11 >457 360 Vert(TL) -0.86 11 >275 240 Horz(TL) 0.09 8 n/a n/a Wind(LL) 0.24 11 >972 240 PLATES GRIP MT20 185/144 Weight: 74 lb 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 1650F 1.5E except end verticals, and 2-0-0 oc purlins (2-4-15 max.): 2-6. WEBS 2x4 HF Stud `Except" BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. 2-12,3-11,5-11,6-10: 2x4 SPF No.2 REACTIONS. (Ib/size) 14=983/0-3-0, 8=983/0-4-8 Max Horz 14=-39(LC 8) Max Uplift 14=-179(LC 6), 8=-179(LC 7) Max Grav 14=1232(LC 25), 8=1230(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4302/612, 3-4=-5432/763, 4-5=-5432/763, 5-6=-4322/615 BOT CHORD 13-14=-145/900, 12-13=-140/923, 11-12=-619/4302, 10-11=-616/4322, 9-10=-135/961, 8-9=-140/939 WEBS 2-12=-499/3485, 3-12=-806/184, 3-11=-160/1167, 4-11=-478/130, 5-11=-158/1147, 5-10=-801/183,6-10=-496/3466,2-14=-1654/231,6-8=-1661/231 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) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' O LIC 6) This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �D • • �• will fit between the bottom chord and any other members. 0 .•••Soo ••. V • N ••• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) Q 14=179,8=179. ; O C) 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. U 4018 SS�ONAL E��\ May 5,20164 .; ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101-7473 rev. 10/0312015 BEFORE USE. _ �a t nid Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not r T a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - 9,, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' �'�d(nr is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r ",ti fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/11`11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane^ "rl$o Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 45043A D10 Flat Girder 1 •f L [15B ob Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Thu May 05 07:57:08 2016 Nage 1 I D: X4Rm S WOzZO2XOMRGCOAfIFymHyU-HdhpRMepggsggUB4h?ycU21edo5w3b25Z9N iQ UzJagv 6-6-8 12-9-8 1 19-4-0 6-6-8 6-3-0 6-6-8 3x5 11 7 10x10 MT20HS = 4x6 = 10 11 10x16 MT20HS = 4x6 = 12 13 14 Scale = 1:34.6 3x5 11 15 5 10x10 MT20HS = 9-8-0 19-4-0 9-8-0 9-8-0 Plate Offsets KY)— [6:0-8-0,0-6-81 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 0.32 Vert(LL) -0.19 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.32 5-6 >716 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 * Code IRC2012/TP12007 (Matrix) Wind(LL) 0.09 5-6 >999 240 Weight: 249 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF 1650E 1.5E *Except* WEBS 1 Row at midpt 2-7,3-5 2-7,3-5: 2x4 SPF No.2, 2-6,3-6: 2x4 HF Stud REACTIONS. (Ib/size) 7=3668/Mechanical, 5=4628/Mechanical Max Horz 7=-212(LC 20) Max Uplift 7=-725(LC 4), 5=-833(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-251/91, 2-3=-5405/915, 4-5=-264/92 BOT CHORD 7-8=-809/3881, 8-9=-809/3881, 9-10=-809/3881, 10-11=-809/3881, 6-11=-809/3881, 6 -12= -781/3910,12 -13=-781/3910,13-14=-781/3910,14-15=-781/3910,5-15=-781/3910 WEBS 2-7=-4689/884, 2-6=-395/2763, 3-6=-390/2711, 3-5=-4587/873 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. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 �% 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1\90 t 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. ••••"••• V� ; soo/ '•• FQ 7) This truss has been designed for a 10.0 psf bottom chord live load non concurrent with any other live loads. �. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � ; will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 725 Ib uplift at joint 7 and 833 Ib uplift at joint 5. is designed in the 2012 International Residential Code sections R502.11.1 and R802.10.2 and ✓�QZ- �O •.• • 11) This truss accordance with `l` ��C` '•••.....••\\ referenced standard ANSIlTPI 1. Ss�ONM- 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. M 5,2016C'tyQ ® 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Vh LQa /NN `' 09e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '�d%•r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 9 4 - fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback lane /I Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ite Su109 A ' r G. Job Truss Truss Type Qty Ply 7156 45043A D10 Flat Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 o.uuu s uan a zu1e Mi i eK mausrnes, mc. i nu rviay ua oco—o —o rdya e ID:X4RmSW07ZO2XOMRGCOAfIFym HyU-HdhpRMepggsggU B4h?ycU21edo5w3b25Z9N iQUzJagv NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 91 Ib up at 1-9-12, 220 Ib down and 91 Ib up at 3-9-12, 867 Ib down and 149 Ib up at 5-9-12, 867 Ib down and 149 Ib up at 7-9-12, 867 Ib down and 149 Ib up at 9-9-12, 867 Ib down and 149 Ib up at 11-9-12, 867 Ib down and 149 Ib up at 13-9-12, and 867 Ib down and 149 Ib up at 15-9-12, and 766 Ib down and 157 Ib up at 17-9-12 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, 5-7=-20 Concentrated Loads (Ib) Vert: 6=-867(B) 8=-220(8) 9=-220(B) 10= -867(B)11= -867(13)12=-867(8)13=-867(B) 14=-867(8)15=-766(6) City Qf ® 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 MifekOO 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 Buildin building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 9 t%ivisa 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/TPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1u9,,.r,r, �e oce,n Job Truss Truss Type Qty Ply 715B LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc puriins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (5-9-10 max.): 3-5. R47250500 45043A E1 Hip Girder 1 2 Max Grav 2=2203(LC 27), 6=2203(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4995/1000, 3-4=-4483/949, 4-5=-4482/949, 5-6=-4995/1000 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MITek Industries, Inc. wed May U4 1b:2u:3/ 2016 Page 1 I D:X4RmS WOzZO2XOM RGCOAfI Fym HyU-5sX_n6?Q VBx3kDvlQOxs6gKTcVtPxupVgGApODzJgJO A 0.o i 6-0-0 8-9-0 1 11-6-0 I 17-6-0 _ 18-6-0 1-0.0 6-0-0 2-9-0 2-9-0 6-0-0 1-0-0 Scale: 3/8"=1' 46 = 3x4 = 4x6 = 4x6 =4x6 = 6x6 = 6x6 = 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 0.81 BC 0,55 WB 0.29 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.13 8-9 >999 360 Vert(TL) -0.24 8-9 >855 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.08 8-9 >999 240 PLATES GRIP MT20 185/144 Weight: 134 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc puriins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (5-9-10 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2106/0-5-8, 6=2106/0-5-8 Max Horz 2=-35(LC 13) Max Uplift 2=-464(LC 6), 6=-464(LC 7) Max Grav 2=2203(LC 27), 6=2203(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4995/1000, 3-4=-4483/949, 4-5=-4482/949, 5-6=-4995/1000 BOT CHORD 2-9=-894/4578, 8-9=-915/4688, 6-8=-869/4578 WEBS 3-9=-255/1560, 4-9=-410/92, 4-8=-410/92, 5-8=-255/1560 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 0-7-0 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; 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 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. Q •••••.• �%/ s�C` 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 �� �.•• S��••• • N non -concurrent with other live loads. V : O •. �.L 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 4018 will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Q :• •: cl:_ 2=464,6=464. the the top and/or bottom chord. �0� '••• 11) Graphical purlin representation does not depict the size or the orientation of purlin along be to concentrated load(s) 830 Ib down and 201 Ib up at +•: \� F ••••••' 12) Hanger(s) or other connection device(s) shall provided sufficient support sS�ONAL E� 6-0-0, 325 Ib down and 84 Ib up at 8-0-12, and 325 Ib down and 84 Ib up at 9-5-4, and 830 Ib down and 201 Ib up at 11-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard y 5,201 ar"ifj, 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 Mil connectors. This design is based only upon parameters shown, and is for an individual building component. not kll� eat I a truss system. Before use, the builcling 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 f ir VImn MiTelb o is always required for and to prevent collapse with possible personal injury and property damage. For eneral uidance regarding the Y 9 N P P P P t ry P P Y 9 9 9 g bracing trusses truss see DSB-89 BCS1 Building Component S .QQ 7777 Green6 Lane 2Erj fabrication, storage, delivery, erection and of and systems. ANSI/TPII Quality Criteria, and Suite 109 SOn Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. lila Nainhr� cn ein Job Truss Truss Type Qty Ply 7158 847250500 45043A 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, 2-6=-20 Concentrated Loads (lb) Vert: 9= -830(B)8= -830(B)12=-325(6)13=-325(8) a.UIU s Apr zu zu io ivii I eK Inausines, Inc. vvea Tway u f io:Gu.or zuto rage ID:X4RmSWOzZO2XOMRGCOAfI FymHyU-5sX_n6?QVBx3kDvlQOxs6gKTcVtPxupVgGApODzJgJO ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473rev. 10/03/2015 BEFORE USE. 0' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not P a at russ system. Before use, the building designer muss verify the applicability of design parameters and properly incorporate this into the overall design g t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mile!/011A Jjja 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/TPI] Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac ane 7 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1a8^Fr rn ca " Oj�IJ Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except 847250501 FJob5Reference 45043A E2 Nip 1 1 Max Uplift 2=-196(LC 6), 5=-196(LC 7) Max Grav 2=1193(LC 27), 5=1193(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:37 2016 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFymHyU-5sX_n6?Q V Bx3kDvIQ Oxs6gKaNVuzxw?VgGApODzJgJO -1-0-0 I 8-6 8-0-0 I 9-6-0 I 17-6-0 1-0 1-0-0 8-0-0 1-6-0 8-0-0 1-0-0 Scale: 3/8"=1' 8x8 = 8x8 = 4x6 = 2x4 II 3x4 = 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.38 BC 0.47 WB 0.15 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.09 2-8 >999 360 Vert(TL) -0.23 2-8 >877 240 Horz(TL) 0.05 5 n/a n/a Wind(LL) 0.04 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 67 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except WEBS 2x4 HF Stud 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=950/0-5-8, 5=950/0-5-8 Max Hoa 2=-46(LC 11) Max Uplift 2=-196(LC 6), 5=-196(LC 7) Max Grav 2=1193(LC 27), 5=1193(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1893/229, 3-4=-1678/266, 4-5=-1896/228 BOT CHORD 2-8=-170/1680, 7-8=-172/1675, 5-7=-137/1684 WEBS 3-7=-368/380, 4-7=-208/408 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 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) 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. PD 0 LIG,tt� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) ���••••••••�`/rc� 2=196, 5=196. •• Sod •• fit` N 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V: OQ O 2 44018 SSI � �ryOf ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE.QV%% "" ge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 9 0%V building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /10n is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTe k' fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/7111 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 7156 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250502 45043A E3 Common 3 1 Vert(TL) -0.24 8-10 >889 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 8 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:38 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-a35M_SO2GU3wMNTx_5T5eutkrvEtgMXe3wvNYfzJgJN i 11-0-0 4-6-4 6-9-0 12-11-12 _ _ 17-6=0 _ 18-6-0 1-0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0 Scale= 1:31.3 46 = 3x9 = 8-9-0 8-9-0 Plate Offsets (X Y)-- [2:0-3-13,0-1-131,[8:0-3-13,0-1-131 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) -0.09 8-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.24 8-10 >889 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 10 >999 240 Weight: 63 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-3-8, Right 2x4 HF Stud 2-3-8 REACTIONS. (Ib/size) 2=955/0-5-8, 8=955/0-5-8 Max Horz 2=-50(LC 11) Max Uplift 2=-183(LC 6), 8=-183(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1716/288, 4-5=-1355/188, 5-6=-1355/188, 6-8=-1716/288 BOT CHORD 2-10=-246/1530, 8-10=-212/1530 WEBS 5-10=0/420, 6-10=-421/175, 4-10=-421/174 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PD CSC[� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=183,8=183. �4��..••••••`/�s �� •• S0O/y ••• �t`O mo�ii• • O Ok i • G -44018 May15,2216 yOf ® 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 MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 9e �• d/� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Tek� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi l / is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the O �/S fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane O� Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 ^ Job 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 Truss Type Qty Ply 7156 DEFL. in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 R47250503 45043A ]E4 Common Girder 1 3 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 6 n/a n/a Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 B.U1U s Apr 2u zulb ml1 etc mausmes, Inc. vvea May u4 6:20:39 zu to rage i I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-2FflCo 1 g 1 oBnzX27Xp_KB5PreJTRPgwn Hafw46zJgJM 2-3-12 5-6-6 8-9-0 12-3-12 17-6-0 18-6-0 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 Scale = 1:29.7 14 10x10 = 12x14 = 3.12 II 2-3-12 5-6-6 8-9-0 12-3-12 17-6-0 2-3-12 3-2-10 3-2-10 3-6-12 5-2-4 Plate Offsets (X Y)-- [2:0-11-8,0-2-8 1 f8:0-8-0,0-1-81, [9:0-7-0,0-7-81, [10:0-3-8,0-7-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.32 9-10 >633 240 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.07 6 n/a n/a BCLL 0.0* Code IRC2012/TP12007 Matrix -R Wind(LL) 0.10 10 >999 240 Weight: 346 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins. BOT CHORD 2x10 DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 2-11: 2x8 SPF 1950F 1.7E, 4-9: 2x4 SPF No.2 REACTIONS. (Ib/size) 1=1 457510-5-8, 6=7599/0-5-8 Max Horz 1=-56(LC 27) Max Uplift 1=-2331(LC 6), 6=-1108(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-25698/4055, 2-3=-23147/3582, 3-4=-17358/2577, 4-5=-17347/2580, 5-6=-19154/2658 BOT CHORD 1-11=-3753/23740, 10-11=-3753/23740, 9-10=-3378/22011, 8-9=-2432/17923, 6-8=-2432/17923 WEBS 2 -11= -568/3048,2 -10=-1803/421,3-10=-795/4768,3-9=-6472/1169,4-9=-1473/10141, 5-9=-1660/132, 5-8=-88/1779 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 3 -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 0-7-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc, Except member 9-6 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 9-4 2x4 - 2 rows staggered at 0-4-0 oc, member 5-8 2x4 - 2 rows staggered at 0-4-0 oc. 00 L/CF�s 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to •• • • • • • (� '•. �C` ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. .•' sooN C� 5) 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; ; Q 0 Q O20. enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ; DOL=1.33 6) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 -44018 7) Unbalanced snow loads have been considered for this design. ' 8) 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. ••. 9) The Fabrication Tolerance at joint 2 = 4%, joint 9 = 0% .•��� FsiS' '•• • • •'•" 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ON ''Ns 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 Qt=1b) i° Of 1=2331, 6=1108. May;5,2016 ` ` . "i4g ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. MTek® This design is based only upon shown, and is for an individual building component, not Design valid for use only with connectors. parameters a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary bracing building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. and permanent the M iTek' h is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 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 Cit— Nehnr, CA gsem Job Truss Truss Type Qty Ply 7156 847250503 45043A E4 Common Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 b.UTU s Apr zu zu io MI I eK mausmes, Inc. vveo may V4-Io:zv:3y zu to rdye z I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-2FflCo1 gl oBnzX27Xp_KB5PreJTRPgwnHafw46zJgJM NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 681 Ib down and 119 Ib up at 0-7-4, 8541 Ib down and 1434 lb up at 2-3-12, 1839 Ib down and 332 Ib up at 4-5-4, 2031 Ib down and 341 Ib up at 6-5-4, 2295 Ib down and 350 lb up at 8-5-4, and 2255 Ib down and 356 Ib up at 10-5-4, and 2730 Ib down and 239 Ib up at 12-3-12 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, 1-6=-20 Concentrated Loads (lb) Vert: 11=-8541(F) 8= -2730(F)14= -681(F) 15=1839(F) 16=-2031(F) 17= -2295(F)18= -2255(F) ® WARNING. verify design parameters and READ NOTES ON THIS A... MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. 0 jn Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not LR 9 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 ffek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. it 109 ^F rn asasn Job Truss Truss Type Qty Ply 2-8-4 4-0-0 45043A ct Hip Girder t 3 1715B Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0,80022 o.uuu s ,ran io zu io mi i ex mausmes, inc. 1--y—U-1-4111 ray' I D:X4RmS WOzZO2XOMRGCOAfI Fym HyU-15mcDVr6bB7GgFZYInHgD2ju3H LHfAlizkf3RzJagd -1-0-0 4-0-0 6-1-2-1-88 8-9-12 11-6-0 15-6-0 1-0-0 4-0-0 2-8-4 2-8-4 4-0-0 Scale = 1:27.0 6x6 = 4.00 12 2x4 II 4x8 = 6x6 = 4 12 5 13 6 4x8 % 3x6 II 10x10 = 3x6 II 8x8 = 4x12 = NOTES - 4-0-0 6-1-8 8-9-12 11-6-0 15-6-0 4-0-0 2-1-8 2-8-4 2-8-4 4-0-0 Plate Offsets (X Y) [3:0-3-8,0-3-01, [6:0-2-8,0-3-01, [8:0-4-0,0-6-01, [10:0-5-0,0-6-41 Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.16 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.28 9-10 >643 240 , 4018 ; TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.06 7 n/a n/a will fit between the bottom chord and any other members. BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.09 9-10 >999 240 Weight: 242 Ib FT = 20 BCDL 10.0 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. , 12 0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7471 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not incorporate this design into the overall Q LUMBER- BRACING - is always required for stability and to prevent collapse with possible personal property TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SPF 195OF 1.7E 2-0-0 oc purlins (6-0-0 max.): 3-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=6734/0-5-8 (min. 0-3-11), 2=5277/0-5-8 (min. 0-2-14) Max Horz 2=30(LC 46) Max Uplift 7=-1166(LC 7), 2=-966(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13227/2284, 3-4=-18075/3163, 4-12=-18074/3163, 5-12=-18074/3163, 5-13=-13253/2301, 6-13=-13254/2301, 6-7=-14737/2521 BOTCHORD 2-11 =-2106/1231 1, 10-11=-2108/12285, 10-14=-3073/18143, 14-15=-3073/18143, 9-15=-3073/18143, 9-16=-3073/18143, 16-17=-3073/18143, 8-17=-3073/18143, 8-18=-2317/13740, 18-19=-2317/13740, 7-19=-2317/13740 WEBS 3-11=0/268, 3-10=-1241/7027,4-10=-219/374, 5-10=-312/24,5-9=-348/2346, 5-8=-5508/963,6-8=-786/4909 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: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-10 2x4 - 2 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. O LI 4) 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; Lumber DOL=1.33 OQ,P CFS enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; plate grip .•'SAO .� SF N -'• DOL=1.33 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 �O� : Q : Q 6) Unbalanced snow loads have been considered for this design. O 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 : ; non -concurrent with other live loads. , 4018 ; 8) Provide adequate drainage to prevent water ponding. 9) This truss has been designed fora 10.0 bottom chord live load nonconcurrent with any other live loads. psf �O 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide •.� �; `!� will fit between the bottom chord and any other members. C` 00 ...... 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1166 Ib uplift at joint 7 and 966 Ib uplift v0�'IO at joint 2. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfFPI 1. M 6 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. , 12 0 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7471 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not incorporate this design into the overall Q 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 injury and damage. For general guidance regarding the M iTek' tp is always required for stability and to prevent collapse with possible personal property 7777 Greenback L fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 r.ifn Hainhlc CA a5atn Job Truss Truss Type Qty Ply 7158 45043A G7 Hip Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 6.666. ben io 25io Miieni i..6 ica, o.6. 11-muyv v...,.a,,G ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-15mcDVr6bB7GgFZYInHgD2ju3H LHfAlizkf3RzJagd NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down at 4-0-0, 46 Ib down at 6-0-12, 4402 Ib down and 887 Ib up at 6-1-8, 46 Ib down at 7-9-0, 1536 Ib down and 267 Ib up at 8-0-12, 46 Ib down at 9-5-4,1490 Ib down and 268 Ib up at 10-0-12, 107 Ib down at 11-5-4, and 1363 Ib down and 262 Ib up at 12-0-12, and 1442 Ib down and 268 Ib up at 14-0-12 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: 1-3=-80, 3-6=-80, 6-7=-80, 2-7=-20 Concentrated Loads (lb) Vert: 11=-53(F) 10=-4425(F=-23, B=-4402) 8=-53(F) 14=-23(F) 15=-1536(6) 16=-23(F) 17=-1490(B) 18=-1363(8) 19=-1442(B) City Of Wheat pi, ® WARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 10/032015 BEFORE USE. "ding din Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for on individual building component, not t• g QIVI50 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 7156 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 9 >999 360 847250505 45043A J1 Diagonal Hip Girder 5 1 TCDL 10.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:412016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-_dnVCU3WZPS VDrCWFDOoGWVG_6JCtkD4lu819_zJgJK -1-5-0 3-6-1 7-0-2 1_5.0 3-6-1 3-6-1 Scale = 1:15.7 2x4 I 5 6 3x6 I I Plate Offsets (X Y)-- [2:0-3-6,0-4-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) -0.03 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 26 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 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-8-15 REACTIONS. (Ib/size) 8=420/Mechanical, 2=475/0-7-6 Max Horz 2=94(LC 9) Max Uplift 8=-77(LC 10), 2=-136(LC 6) Max Grav 8=454(LC 15), 2=495(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-675/93 BOT CHORD 2-9=-92/582, B-9=-92/582 WEBS 4-8=-621/122 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 0 LIEF will fit between the bottom chard and any other members. �Pq Q •.•••.�/ 7) Refer to girder(s) for truss to truss connections. 0�� •• soot ..s�`O V 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) : 2=136. 0 O 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 Ib down and 79 Ib up at ; 5-7-7 on top chord, and 3 Ib dawn at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. : 018 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). .p LOAD CASE(S) Standard � ••�• ' O� Lumber Increase=1.15, Plate Increase=1.15 ���'� GCiS'8•�'•••••'�• Q 1) Dead + Snow (balanced): �0NM- Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 May 5,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 design and incorporate this design into the overall ■■■■ a truss system. Before use, the building designer must verify the applicability of parameters properly building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing N, MiTek" G is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component O 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 7156 847250505 45043A J1 Diagonal Hip Girder 5 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 Mi I ek Industries, Inc. Wed May U4 16:2U:4Z zU16 rage z ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-SgLtgg3YKjaMq?niDxX1 pkl RkWFRcBTEzYtahQzJgJJ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-51(F) 13=-29(F=-15, B=-15) City Of Wheat Ridge ® WARNING - Veri/y 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 MRekO connectors. This design is based only upon parameters shown, and is for an individual building component. not at ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7717 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Suite 108 no-„.-- rte o—n Job Truss Truss Type Qty Ply 7156 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. 847250506 45043A J2 Jack -Closed 29 1 Max Harz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 0 0 1 1-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:42 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-SgLtgg3YKjaMq?niDxX1 pkl NQWfZcDdEzYtahQzJgJJ 3x5 II 2x4 11 Scale= 1:15.6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.55 BC 0.23 WB 0.00 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >763 240 Horz(TL) 0.02 4 n/a n/a Wind(LL) 0.00 6 **** 240 PLATES GRIP MT20 185/144 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-5-4 REACTIONS. (Ib/size) 4=189/Mechanical, 6=53/Mechanical, 2=333/0-5-8 Max Harz 2=84(LC 10) Max Uplift 4=-89(LC 10), 2=-84(LC 6) Max Grav 4=216(LC 15), 6=106(LC 5), 2=343(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) 4, 2. 0 LI�F�s Soo �'�Fss�• ..ge AA ding Divison May 5,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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 AN51/TPII 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 1r09,^A ocss n Job Truss Truss Type Qty Ply 7156 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. 847250507 45043A J3 Jack -Closed 10 1 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) Job Reference (optional) Alpine Lumber co., commerce uny,w.ouuzz a '.. ^w — '. w,, , _^ �� ����� ,_�, -1. .. ,.,or — ,tee- , ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-wOvF1A4B51 iDS8Mume2GLxacuwOHLgtNCCd8DtzJgJl 1 -1-0-0 3-11-11 1-0-0 3-11-11 3x5 11 2x4 11 5 Scale = 1:12.8 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 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 0.31 BC 0.13 WS 0.00 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.00 6 — 240 PLATES GRIP MT20 185/144 Weight: 14 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. SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to 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) 4, 2. ,*9 0 Lli 41 ��;'• SOoN'••�Q Ole 4018 ON 6-1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1-7473 rev. 10/03/2015 BEFORE USE. rLjy,O� Design valid for use only with MTiek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not rj a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 '11_ linin_ nn again Job Truss Truss Type Qty Ply 115B 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. 847250508 45043A J4 Jack -Closed 10 1 Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City, C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:43 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-wOvF1A4B51 iDS8Mume2GLxafew2rLgtNCCd8DtzJgJl 1-0-0 1-11-11 3x5 II Scale= 1:9.5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-5 >999 240 Horz(TL) -0.00 4 n/a n/a Wind(LL) 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 9 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc 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. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(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 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, 4. 0 L is �O�Pp O • •• SOON •'. FQ • O 02 • -44018 ��F'•'G- vc••'• SS�0 AIL ��Ca May 5,2016 ® WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BC51 Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 L ^ Job Truss Truss Type Qty Ply 7158 DOL=1.33 2-7-1 Plate Offsets (X Y)-- [2:0-2-6,0-4-31 Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 847250509 45043A J5 Jack -Closed 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 2-7 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:44 2016 Page 1 I D:X4RmS WOzZO2XOM RGCOAfI FymHyU-OCTeFV5psKg44lx5KMZVu97pH KOv476XRsMhmJzJgJ H -1-5-0 2-7-1 1-5-0 2-7-1 2x4 4 3x5 11 Scale = 1:9.2 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; 2-7-1 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2-7-1 Plate Offsets (X Y)-- [2:0-2-6,0-4-31 Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 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 0.14 Vert(LL) -0.00 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 2-7 >999 240 � 500 fit` V N TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a i Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 10 Ib FT = 20% BCDL 10.0 FS •��\ CONAL M 5,201116° LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 M i O/V�SOn TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, BOT CHORD 2x4 SPF No.2 7777 Green b ane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-5 REACTIONS. (Ib/size) 7=112/Mechanical, 2=260/0-7-6 Max Horz 2=46(LC 7) Max Uplift 7=-21 (LC 7), 2=-11 O(LC 6) Max Grav 7=121(LC 15), 2=263(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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf On overhangs non -concurrent with other live loads. 6) Gable studs spaced at 14-0 Do. 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) for truss to truss �Q ••••••••• • ••• Refer to girder(s) connections. � 500 fit` V N 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) ; Q % 2=110. : 0 i • i 4018 FS •��\ CONAL M 5,201116° ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. individual building Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an component, not truss Before the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a system. use, building to only. lpermanent bracing s'uand/or duiatdsv damage. For the M i O/V�SOn general guidance regarding is always reqired for stablityand topreent collapse with possible personal injury and properly fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Green b ane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 r Job Truss Truss Type Qty Ply 7156 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 847250510 45043A J6 Jack -Closed 1 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:44 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-OCTeFV5psKg44lx5KMZVu97gOKO8476XRsMhmJzJqJH -1-0-01-10-8 1-0-0 1-10-8 3x5 II Scale = 1:9.3 Plate Offsets (X Y)-- [2:0-1-12,0-2-91 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 2 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 1 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 -R Wind(LL) 0.00 2 "" 240 Weight: 7lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-5-8 REACTIONS. (Ib/size) 4=53/Mechanical, 2=195/0-5-8, 5=19/Mechanical Max Horz 2=40(LC 10) Max Uplift 4=-33(LC 10), 2=-69(LC 6) Max Grav 4=55(LC 15), 2=195(LC 15), 5=37(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 4, 2. a LIC '�,Po 0 02 4018 0,FSS�ONAt May 5,� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 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[TPII quality Criteria, DSB-89 and BCS] Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1u9-- re oc Job Truss Truss Type Qty Ply 7156 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. 847250511 45043A K1 Diagonal Hip Girder 1 1 Max Hoa 2=110(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:45 2016 Page 1 ID:X4RmS WOzZO2XOMRG COAfIFym HyU-sP00Sr6RdeyxhS WHu35kQMfwDkg?p Wlgg W6FIIzJgJG -1-5-0 4-2-9 8-5-1 1-5-0 4-2-9 4-2-9 Scale = 1:18.1 2x4 11 5 6 3x6 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012fTP12007 CSI. TC 0.38 BC 0.31 WB 0.26 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.02 9 >999 360 Vert(TL) -0,05 8-9 >999 240 Horz(TL) 0.01 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 197/144 Weight: 32 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 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Hoa 2=110(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 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 �Pd 0 Llc will fit between the bottom chord and any other members. �� •••...•••C/�/s 7) Refer to girder(s) for truss to truss connections. 0 •.• S OQ •• fit` N� •* V 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) ; 0 2=149. i �iG i 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 lb up at ' 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 lb down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. the -44018 The design/selection of such connection device(s) is 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 Off 1) Dead + Snow Lumber Increase=1.15, Plate Increase=1.15 s �•'•••••'�••�j�� (balanced): s�0 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 ty� M y 5,2016 PAGE Ml1.7477 10/032015 BEFORE USE. heat AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE rev. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not the design incorporate this design into the overall _ a truss system. Before use, the building designer must verify applicability of 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 IDW%Sall MiTek' is for to with injury and property damage. For general guidance regarding the always required stability and prevent collapse possible personal fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback LagUi Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 cio-,o nn .5s Job Truss Qty Ply 715B847250511 ip Girder F 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(F) 13=-29(F=-14, B=-14) B.Ul u s Apr zu ZUTb MI I eK moustrles, Inc. vvea Ivlay uv 1o:zv:4o zu to rage z ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-sPOOSr8RdeyxhS WHu35kQMfwDkg?pWIggVV6F IlzJgJG ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. v Design valid for use any 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 N�a�. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Aja ``` 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/TPN Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback L e Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ritn!,1H0r nhrc CA a. in.. ad, Jab Truss Truss Type Qty Ply 7156 TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 847250512 45043A K2 Diagonal Hip Girder 1 1 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC20121TP12007 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:45 2016 Page 1 I D:X4RmS W07ZO2XOMRGCOAfIFymHyU-sP00Sr6RdeyxhS WHu35kQMfwDkg?pWlgg W6F IIzJgJG i 11-5-0 I 4-2-9 8-5-1 1.5.0 4-2-9 4-2-9 Scale = 1:18.1 2x4 11 5 6 3x6 11 Plate Offsets (X Y)-- [2:0-3-6,0-4-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 32 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 pudins, 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. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=11 O(LC 7) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, B-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �p L SCF will fit between the bottom chord and any other members. �,� �••.•.•�• �/s 7) Refer to girder(s) for truss to truss connections. •• SOO,,/ •� �t`O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) V Q Oil 2=149. .00 i 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4018 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 �0, �•• •� �• �� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 (C •'•••••'• �j�� SS Uniform Loads (plf) ONAI- E� Vert: 1-5=-80,5-6=-80.2-7=-20 May ,20, ok ® WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. individual building Qjt' R Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown. and is for an component, not truss Before the building designer must verify the applicability of design parameters and properly incorporate this design into the overall re �5 I a system. use, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` 10 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback L \� g fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 �J� Job Truss Truss Type Qty Ply F715RIBI.847250512 45043A K2 Diagonal Hip Girder 1 1ference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(B) 13=-29(F=-14, B=-14) 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:45 2016 Page 2 ID:X4RmS WOzZO2XOMRGCOAfI FymHyU-sP00Sr6RdeyxhS WHu35kQMf,vDkg?pWlgg W6FIlzJgJG ® 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 Mi re 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 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109^F r Job Truss Truss Type Qty Ply 7156 I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 847250513 45043A K3 Jack -Closed 4 1 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:46 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-LbaOgB63Oy4nJc5TSnczzaC?h7?dY1 cpuArogCzJgJ F 6-0-0 6-0-0 2x4 II 3 4 3x5 I 5 2x4 11 6-0-0 6-0-0 Scale = 1:17.3 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 0.79 Vert(LL) -0.06 1-6 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 1-6 >428240 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(ILL) 0.00 1 ""' 240 Weight: 20 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 SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 1=286/0-5-8, 6=314/Mechanical Max Horz 1=115(LC 9) Max Uplift 1=-44(LC 6), 6=-64(LC 10) Max Grav 1=294(LC 14), 6=345(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-283/102 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6. Poo cicF�s s��/V•'•FO 00 02 4018 -o • • a �(h,'`F, o �' ;tom'• �' c qay 5,201 ` 4e ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not\t19 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �V\� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 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 7156 Plate Offsets (X Y)-- [2:0-2-9,0-2-91 LOADING (psf) SPACING- 2-0-0 CSI. 847250514 45043A K4 Jack -Closed 3 1 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:46 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-LbaOgB63Oy4nJc5TSnczzaC7772_Y1 cpuArogCzJgJF i -1-0-0 3-11-11 _ 1-0-0 3-11-11 Scale= 1:12.8 3x5 II 2x4 II 5 3-11-11 3-11-11 Plate Offsets (X Y)-- [2:0-2-9,0-2-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 ``.. 240 Weight: 14 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Horz 2=69(LC 10) Max Uplift 4=-71 (LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(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) 4, 2. t 0 LIC,, S00/ 0-. F� OZ O: 4018 ? Fes_ ••....• _.��� ®WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII.7473 rev. 10103/2015 BEFORE USE. heat Ridge 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 Mire wilding DIVISOn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality criteria, DSB-89 and SCSI Building Component 7777 Greenba ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109_` ^ Job Truss Truss Type Qty Ply 7158 TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 847250515 45043A K5 Jack -Closed 4 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:47 2016 Page 1 ID:X4Rm S WOzZO2XOMRGCOAfIFym HyU-pn8mtX7h9FCexmfg?U7C WnILdXPnHUsz7gbLNezJgJE i -1-0-0 1-11-11 1-0-0 1-11-11 ' 3x5 II Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 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 4 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 2 - 240 Weight: 9lb FT=20% BCDL 10.0 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. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 9 0 LI SOON ••• FO 0 4018 %•� .�• •: ��' nUa ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component. not .UI1d111g QtVjSO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/1"P11 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,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:47 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-pn8mtX7h9FCexmfg?U7C WnIH WXN DHUsz7gbLNezJgJ E 3-11-11 3-11-11 3.5 11 2x4 11 4. Scale = 1:12.8 LOADING (psf) Truss TrussType Qty Ply 7156847250516 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 3A L K6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:47 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-pn8mtX7h9FCexmfg?U7C WnIH WXN DHUsz7gbLNezJgJ E 3-11-11 3-11-11 3.5 11 2x4 11 4. Scale = 1:12.8 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 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 arni Inn Code IRC2012/TPI2 007 Matrix -R Wind(LL) 0.00 5 * ' 240 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 1=193/0-5-8, 3=156/Mechanical, 5=43/Mechanical Max Horz 1=70(LC 6) Max Uplift 1=-22(LC 6), 3=-74(LC 6) Max Grav 1=196(LC 14), 3=166(LC 14), 5=85(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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, 3. �o,PD 0 LIq SOON •••FO O .0 02 O. 4018 01 ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 1010312015 BEFORE USE.Design valid for use any with r a� is ing component, not a truss system. Before use, the building designer desi nerrmust s. Thisveri ig the appin is icability of desupon ign parameters s and and ar a incorporate this into the overall '.S\�r6 4\�\SO Y 9 9 N PP Y 9 P properly � P 9 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 ANSIJTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Gree nbac 4jJ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 10e r Job Truss Truss Type Qty Ply 7156 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 847250517 45043A L1 Diagonal Hip Girder 2 1 Max Grav 9=576(LC 15), 7=504(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:48 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFym HyU-H_i84t8JwZKVYwEsZBeR2?HTkximOup6MU Kvv4zJgJD 4-2-9 4-2-9 2x4 11 Scale = 1:20.2 4 5 9 3x5 = 6 2x4 I I LOADING (psf) TCLL 30.0 (Roof Snow=3 0) 1 00 TCDL 1. 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 0.30 BC 0.24 WB 0.21 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.01 7-8 >999 360 Vert(TL) -0.04 7-8 >999 240 Horz(TL) 0.00 7 n/a n/a Wind(LL) 0.01 8-9 >999 240 PLATES GRIP MT20 197/144 Weight: 36 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. REACTIONS. (Ib/size) 9=545/0-7-6, 7=433/Mechanical Max Horz 9=140(LC 7) Max Uplift 9=-174(LC 6), 7=-83(LC 10) Max Grav 9=576(LC 15), 7=504(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-544/180, 2-3=-629/110 BOT CHORD 7-8=-106/577 WEBS 2-8=-77/592, 3-7=-639/147 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. P4 Q LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) I ��� ••••••• FLS' •0 9=174. .'• S00 N ••• Q 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 Ib up at 2-9-8, 21 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . 0 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • 4018 LOAD CASE(S) Standard .� �• ; 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) �O �� ••. Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20 ,( .• FS •'••••••• �� s-ONAL Concentrated Loads (lb) Vert: 12=-26(F=-13, B=-13) a`yn5,2016 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 M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not 154 n a truss system. Before use, the balding designer must verity the applicability of design parameters and properly incorporate this design into the overall QIV building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek gu1��j1110 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/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109,^A r eca Job Truss Truss Type Qty Ply 7156 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 OG purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 847250518 45043A L2 Jack -Closed 5 1 Max Uplift 4=-60(LC 10), 6=-106(LC 6) Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:48 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFym HyU-H_i84t8JwZKVYwEsZBeR27H LYxi3OxA6MUKvv4zJgJD i _J_0__03-0-0 6-0-0 1 1-0-0 3-0-0 3-0-0 5x6 I 3 6 3x5 II 3x4 11 Scale = 120.1 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 1 1 0.0 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 0.83 BC 0.22 WB 0.06 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.02 4-5 >999 360 Vert(TL) -0.06 4-5 >999 240 Horz(TL) 0.00 4 n/a n/a Wind(LL) 0.02 4-5 >999 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 OG purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 4=276/Mechanical, 6=386/0-5-8 Max Horz 6=145(LC 7) Max Uplift 4=-60(LC 10), 6=-106(LC 6) Max Grav 4=314(LC 15), 6=401 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-282/56 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. 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) 4 except Qt=lb) 0 LI�F�s 6=106. o�:�'PD V Q sOoN .• % 0 0. 4018 • �0, •�r�� •• .• f ay 5,09 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. heat Ridge 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 ULane building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Gree Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7156 TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 847250519 45043A L7 Jack -Closed 4 1 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:49 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi Fym HyU-IAGXI D9xgtSMA3p27v9gbCge_L4zlOvGa84SR WzJgJC 1-0-0 3-11-11 2.4 114 2x4 11 Scale= 1:15.3 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 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -R Wind(LL) 0.01 5-6 >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 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. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41/Mechanical Max Horz 7=72(LC 7) Max Uplift 7=-77(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/53 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. o\y,ND0 LI�F�s V560 FO 0 0% 4018 l i 'c;;ONN5�_V �� May 5,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVI.7473 rev. 10/032015 BEFORE USE. _ Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall D IfiSOn building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire UliCling is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7158 TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 R47250520 45043A L8 Jack -Closed 4 1 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:49 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-IAGX ID9xgtSMA3p27v9gbCghhL5MlO7Ga84S RWzJgJC -1-0-0 1-11-11 1-0-0 1-11-11 6 2x4 Scale: 1 "=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 10 lb 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. REACTIONS. (Ib/size) 6=211/0-5-8, 4=18/Mechanical, 3=44/Mechanical Max Horz 6=52(LC 7) Max Uplift 6=-70(LC 6), 4=-10(LC 6), 3=-22(LC 10) Max Grav 6=212(LC 15), 4=36(LC 5), 3=46(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 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, 4, 3. 4 PDQ LSD �.•• SOOAV''.`SFO 0 0 00 4018 DNAL � May 5,201 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTekO 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 Ulu building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe `I t` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenbac Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ - Job Truss Truss Type Qty Ply 7158 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. R47250521 4 3A M1 Diagonal Hip Girder 2 1 Max Horz 2=69(LC 10) Max Uplift 4=-90(LC 10), 2=-121(LC 6) _ Max Grav 4=241 (LC 15), 6=118(LC 5), 2=421 (LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:50 2016 Page 1 I D:X4RmSWOzZO2XOMRGCOAfIFymHyU-DMgvVZ9aRAaDoDOFhcgv7Q Nh WIMvUrcPpopOzzzJgJB -1-5-0 5-7-2 1-5-0 5-7-2 2x4 11 Scale = 1:14.0 3x5 11 2x4 115 LOADING (psf) TCLL 30.0 (Roof Snow=3 TCDL 10.0 1 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TP12007 CSI. TC 0.80 BC 0.33 WB 0.00 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.05 2-6 >999 360 Vert(TL) -0.12 2-6 >534 240 Horz(TL) 0.02 4 n/a n/a Wind(LL) 0.00 6 - 240 PLATES GRIP MT20 197/144 Weight: 19 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. SLIDER Left 2x4 SPF No.2 2-8-2 REACTIONS. (Ib/size) 4=207/Mechanical, 6=59/Mechanical, 2=402/0-7-6 Max Horz 2=69(LC 10) Max Uplift 4=-90(LC 10), 2=-121(LC 6) Max Grav 4=241 (LC 15), 6=118(LC 5), 2=421 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 4 except Ot=1b) PL/C 2=121. 0� �.•••.•• •••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 �\�� •• S�0 2-9-8 on top chord, and 3 Ib down at 2-9-8, and 3 Ib down at 2-9-8 on bottom chord. The design/selection of such connection V ; 0 N •� device(s) is the responsibility of others. • 0 O2' 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • LOAD CASEStandard • 4018S) • • 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ,d Uniform Loads (plf) Vert: 1-4=-80, 2-5=-20 �� •.• •`: �� �SiS/ � •.nnG \��\ ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. ne'Cjt s v V Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .tv �SQr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT Q is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the uj\d1�Q fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenb ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 199 Job Truss Truss Type Qty Ply 7158 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. 847250522 45043A M2 Jack -Closed 5 1 Max Horz 2=70(LC 10) Max Uplift 4=-72(LC 10), 2=-78(LC 6) Max Grav 4=164(LC 15), 6=86(LC 5), 2=291(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:50 2016 Page 1 I D:X4RmS W07ZO2XOMRGCOAfI Fym HyU-DMgvVZ9aRAaDoDOFhcgv7QNpl IPuUrcPpopOZZZJgJ B 4-0-0 4-0-0 3x5 11 2x4 11 5 Scale= 1:12.8 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 0.32 BC 0.14 WB 0.00 Matrix -R DEFL. in (loc) I/deft Lid Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.00 6 **** 240 PLATES GRIP MT20 185/144 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-10-15 REACTIONS. (Ib/size) 4=147/Mechanical, 6=43/Mechanical, 2=285/0-5-8 Max Horz 2=70(LC 10) Max Uplift 4=-72(LC 10), 2=-78(LC 6) Max Grav 4=164(LC 15), 6=86(LC 5), 2=291(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 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) 4, 2. 0 LI c>� : •' soo/y '' FO 0 4018 ONAL ENS\ May ,201 _ ® 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 MTekOO 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 MH Wheat Ridge 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 Greenbac Ming Divison Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 7156 Plate Offsets (X Y)- [2:0-2-9,0_2-91,[4:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 847250523 45043A M3 Jack -Closed 4 1 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snaw=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:51 2016 Page 1 I D:X4RmS WOzZO2XOMRGCOAfIFymHyU-hZOHjvAC C Ui4PNzREKCBgdvl d8njDHrY2SZZWPzJgJA 1-0-0 1 1-11-11 3x5 II Scale = 1:9.5 1-11-11 1-11-11 Plate Offsets (X Y)- [2:0-2-9,0_2-91,[4:0-2-0,0-0-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snaw=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 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 "'"' 240 Weight: 9 l 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. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(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 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) 2, 4. N90 t LrC`�s SOON '•• FO O 02 O. 4018 C M 5,2016ity Of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE,rn/h e a t Ridge Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` : '�Ullding DlVison 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 Greerbacklll Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ _ __ _ Job Truss Truss Type 45043Aeference TCLL SPACING- 2-0-0 LQtYJP1YT715B847250524 DEFL. in (lac) I/deft L/d PLATES GRIP (Roof SnowPlate id] Grip DOL 1.15 TC 0.38 Vert(LL) 0.02 9 >999 360 MT20 197/144 o tional +3.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:52 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-91xfwFBgzogxlXYdoljNDrS7SY3eygl iH6J62rzJgJ9 1-5-0 4-2-9 8 5 1 1-5-0 4-2-9 4-2-9 Scale= 1:18.1 2x4 11 5 6 4x6 II o-66 4-2-3 4-2-9 Plate Offsets (X Y)– f270-3-10.0-3-31 LOADING TCLL SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP (Roof SnowPlate id] Grip DOL 1.15 TC 0.38 Vert(LL) 0.02 9 >999 360 MT20 197/144 TCDL umber DOL 1.15 BC 0.31 Vert(TL) -0.05 8-9 >999 240 BCLL Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL ode IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight:321b 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. SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-3-8 Max Horz 2=11O(LC 9) Max Uplift 8=-88(LC 10), 2=-149(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/127 BOT CHORD 2-9=-128/801, 8-9=-128/801 WEBS 4-8=-848/163 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. a [�( O�PQ 7) Refer to girder(s) for truss to truss connections. .•••• ••.. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb)�O soot/ *%rF0 2=149. 9) Hanger(s) or other connection device(s) be 1- 0. shall provided sufficient to support concentrated load(s) 109 Ib down and 80 Ib up at , 0' 5-7-7 on top chord, and 3 Ib down at 2-9-8, 3 Ib down at 2-9-8, and 29 Ib down at 5-7-7, and 29 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • 4018 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 Lumber ��F �• •\�� (balanced): Increase=1.15, Plate Increase= 1.15 �••••..• Uniform Loads (plf) �Q Vert: 1-5=-80, 5-6=-80, 2-7=-20% a0l=Widge ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,7I1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based B U I Id to D f only upon parameters shown, and is for on 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 9 of SOr1 overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication, storage, delivery, erection and bracing of trusses and Inas systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane o...... — Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-50(B) 13=-29(F=-14, B=-14) 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:52 2016 Page 2 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-91xfwFBgzogxlXYdoljNDrS7SY3eygl iH6J62rzJgJ9 City of ® 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 any 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 Divisor) 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 thus systems, see ANSI/TPII 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. —if. i na F Truss Truss Type Qty PIy 7156847250525 S2 Jack -Closed 17 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:52 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-91xfwFBgzogx 1 XYdo1 jNDrS 1 MY21 yk5iH6J62rzJgJ9 i 11-o-0 6-0-0 1-0-0 6-0-0 2x4 II Scale= 1:17.3 4 5 3x5 11 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.77 BC 0.35 WB 0.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-7 >999 360 Vert(TL) -0.16 2-7 >428 240 Horz(TL) -0.00 7 n/a n/a Wind(LL) 0.00 2 — 240 PLATES GRIP MT20 185/144 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 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. SLIDER Left 2x4 HF Stud 2-11-9 REACTIONS. (Ib/size) 7=307/Mechanical, 2=373/0-5-8 Max Horz 2=115(LC 9) Max Uplift 7=-63(LC 10), 2=-98(LC 6) Max Grav 7=348(LC 15), 2=385(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-7=-285/100 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PQ 0 LIC�T 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2. �t�Q`•••�•�•••F/�s C>�,•.•Q SQQiy •o FO Q Q� • 4018 c P, •'•. 10 May ,2 1 AWARNING - 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 M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ "Wilding a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �IVISO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Sfreet, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty PlyTJob [4,141A �S3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP R47250526 Plate Grip DOL 1.15 TC 0.60 Jack -Closed 1 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.07 2-9 >991 240 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES ference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:53 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfi FymHyU-dxV18aCSk5yofh7pMlEcl2?FmyPohBXrVm2galzJgJ8 -1-0-0 5-4-8 6-0-0 1-0-0 5-4-8 0-7-8 5x10 = 3x6 II 7 4x6 11 Scale= 1:17.2 3-0-0 5-4-8 6-0-0 3-0-0 2-4-8 0-7-8 Plate Offsets (X,Y)- [2:0-3-9.0-2-91,[4:0-5-12.0-1-01 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 0.60 Vert(LL) 0.03 2-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.25 Vert(TL) -0.07 2-9 >991 240 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Wind(LL) 0.01 2-9 >999 240 Weight: 23 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: 4-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-8-6 REACTIONS. (Ib/size) 8=307/Mechanical, 2=373/0-5-8 Max Horz 2=100(LC 9) Max Uplift 8=-51(LC 6), 2=-101(LC 6) Max Grav 8=355(LC 24), 2=492(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/19 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Pp O LIo Fid 8) Refer to girder(s) for truss to truss connections. OQ� ••••••• •••• S� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except Qt=1b) ��� •• 500 N V 2=101. 0 •• 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4018 0,FSS�ONA�- .\� ,& 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 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 verity the applicability of design parameters and properly incorporate this design into the overall 19 Building D1VI&i; l r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 Job Truss Truss Type Qty Ply 7158 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 847250527 45043A S4 Jack -Closed 2 1 Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 0416:20:53 2016 Page 1 ID:X4RmSWOzZO2XOMRGCOAfIFymHyU-dxV1 BaCSk5yofh7pMlEcl2?KMyQdhBLFVm2galzJgJ8 -1-0-03-11-11 1-o-0 3-11-11 2x4 11 5 Scale = 1:12.8 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.31 BC 0.13 WB 0.00 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.00 6 '"' 240 PLATES GRIP MT20 185/144 Weight: 14 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. SLIDER Left 2x4 HF Stud 1-10-12 REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-3-0 Max Horz 2=69(LC 10) Max Uplift 4=-71(LC 10), 2=-78(LC 6) Max Grav 4=163(LC 15), 6=85(LC 5), 2=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Dpsf; 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) 4, 2. 0 Llf;F�s O�O�Pp c> SOoiV •.. Fo 02 4018 r\` S/dNAL , eat Ridge May X2016 Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE.Design DI � n®WARNING- valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not mi. a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII 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 7156 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 847250526 45043A SS Jack -Closed 2 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:54 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfIFymHyU-683QLwD4VP4fGriOwS IrlGXXSMOQQeb?kQoD6kzJgJ7 Scale = 1:9.5 1-11-11 1-11-11 Plate Offsets (X Y)_- [2:0-2-9,0-2-91, [4:0-2-0.0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 10) BCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 2 - 240 Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-8 REACTIONS. (Ib/size) 2=198/0-3-0, 5=20/Mechanical, 4=58/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-70(LC 6), 4=-35(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 2, 4. 0 LrCF�S �O�PD S0O/V''•.FO -44018 ��SS�ONAL • � ' May 5,2Q10;&at R?dge ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ]WI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not > 1i B D ld n9 p I V IS a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■■���YYY building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and (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 FTussype Qty Ply 7156 R4725052945043A V1 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Wed May 04 16:20:54 2016 Page 1 ID:X4RmS WOzZO2XOMRGCOAfI Fym HyU-683Q LwD4V P4fGriOwSlrlGXW7MijQeb?kQoD6kzJgJ7 3-10-8 l 7-9-0 3-10-8 3-10-8 Scale= 1:14.1 3x4 = 4.00 12 2 2x4 % 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0Plate (Roof Snow=30.0)LumberDOL Grip DOL 1.15 TC 0.18 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 1.15 BC 0.40 Vert(TL) n/a n/a 999 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10. 0 Code IRC2012ITP12007 Matrix -R Weight: 16 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=298/7-9-0, 3=298/7-9-0 Max Herz 1=-15(LC 11) Max Uplift 1=-45(LC 6), 3=-45(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-407/124, 2-3=-407/124 BOT CHORD 1-3=-98/357 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. DO Ll�` h. ....., sit SOON '•. Fo 0• 2 0• -44018 5,2016 ';P611e ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 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 ©VA\ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 D� w Z m �W a c D W E2 :2 C ^Z^ J N V+ Q ,n Cl -0 Z o c ',Q0 Q 3QQQ; NOQ (D n � � (Q D '^. CDA'G�oQ0 3cQ�a o'o-a 03ao_' 3a� Qamn -0 c) N'(�DOO oQo�vnIDO(QmQ'. �iCD�n�Q(D 7fry �o�( o� �(D 3�U N o'Qo°Q 0 0, ��nQ Q�' oo U�oQ3(m6g.,Q m : 2.0o�- QR -Q C p O Q C,)- FT 7 0 -027• H7 C>>'no 3 n(Q(n QQo nO 2(4Q (D -•(D3 (D O_ O '~ 30 W G (D (Q n� (D (Q n O, -:2 (QDD 0 3 7 Q (QO nQ o(T 0 7 (D 0 v D 1 x m N 1� N m 5 o �.:57m_om N O_s-. 3 QmQ �nQ3. Q0�o Q aQo. N• O N 3 Q -:3 O Q a -. n Q � Q O mm ;;o W(, _ 10 O W V c, M i0 N W N N L, T Zo A W ,o �o W V CO .'O W N W N J (D (D N O N O Don O W O Q M D N n p O 6 O� cn N N _o3 w (n O p N A\. CD Q Q• W (D N (Q O (/1 (D In iD ;;a (A m a T (D Q A O ((D < (D (D y (D O j- (D N j(O (D 7 �-0 o Q� O (D •-• C (n (n 2 :3 (D N d n (D m Z v Q O cn o S 3 O En O O 0(D -C.- O G - (D 3 -. Q. � O Z N (D 5--.7 , c H N O n (D Q Q (D mo N Q A ® 0 O X w D x n x (D 3 (D 3 - O 3 O o W N > < Z W in O CD (D (n Q N O (D Q. v D 1 x m N 1� N m 5 o �.:57m_om N O_s-. 3 QmQ �nQ3. Q0�o Q aQo. N• O N 3 Q -:3 O Q a -. n Q � Q O mm ;;o W(, _ 10 O W V c, M i0 N W N N L, T Zo A W ,o �o W V CO .'O W N W N J (D (D N O N O Don O W O Q TOP CHORD 001 C1-8 QQ O TOP CHORD W Z e 3 cr M col y N W V P Ui A W N 7- C, T ao a 0 a me 3 no n o ° ao o� c �v_ n oC) cc �c Sp oo v C) oav z 63 �; as Q W 7 Q ID O� (p '^ o o ° n -O (D n n: n ° ° 0' Q 7 (D O a �, - N o 0 lD 0° O_ N o m a 7 7 °o 1) c.-3 0m 3a3 _� m ° o .< n< o<m QQ yo° 0 00 ID �.3 's �m��o °� m�° o� 7<' °°o m mem �� 7m _v �o Q(D QN ° W (Q 7 n n �. (° O O_"O N N �. -�.. X O _. NQ „ fl_ Q 3 n p X (Q 1] v�ci fl Q 7 � -i• pc �m-o ��m °' oS. o 0o Qo_ �m o� °-'❑ mm xm °"c °3;° a mo -o° ,°� o���. Q° CD O gy om7Va 'm°o ° ° 7 m° oc �° mm mp7 �" m m� 060 °0� °Q a�°� ; Q 00 OT M .. N 0 O S l d N D O N 3 3 ° 7 Q N (D 7 p ° U 6 _ < 7 (D (D "' .n Q • O a 7 (a Q (D O O O S O- O 7 0 -' 3 O 6N(D N 7 (nA a6 c- �•7. N dO 7 7'N c n a7 7 D (D Q O O OT O (D n N N 7 (D 7 S c 7 d Q n ' Q Q u N S Q O'cp N O �° Q N (Q 0 �• a g m 7 om �� 3g �� p° n o,c �m o_ No .n. _.n O `n Q°°� ,3 n og mo 0 00 oN .3 of. 07° m mzN �� ana�, 3 c �° a3 c m m mo Q� 6m Q7 p_° �° 30 0-= <O0 c (D c(n O mR mao 7 3 nn 7� m n m n ma m� :2 mi.m a^o � � no mmQ7 io Q C Q N'� ° CD W N c U O N N (° Q Q• ? 3 C y Q. �. (a (Q 0 Q Q N Q n i_ 33 0 m m° o o mo m° 7 °0 ao' o£` Q. l°07 sn Zm�o m2 y n (Q O O'•°C -Q 'p �n Q. �' -c._ fl �• 7 F CC)) ti O• n fl 3 y n 9 l/ IOD (n N 7 o N Q (7 n K J 7 O O O S7 C N ° a N D j ° 7 (D p' Q �• N O p (D �.O N (D n CD N£ n OO- N.2 N (D N "O p Q 3 7 7 n n '-7i. ° O °0 :E O-7 -n° 7 O_N yy n N 0 H e ° �, U O O N M. °- n j Qa 7 O JN 0 3 O 7 6'C—L N 7 '^ fn 3 f of �° m ° CL 3� (D Q na �❑ 3 a m °� �� m� w (D0 3 < (D E' S� 3 cr BUlldl i D U D m _o3 w n cr A\. o O ' ~P_ Z (A m a T (D Q A Q Doo_n 7 j D Z O O ON �-0 o Q� O N o mQ "o.Q 32°Q3m m Z moo• 3 Q m n' F:0, D ao O 0(D -C.- O G - (D 3 -. Q. � O Z N (D 5--.7 , c H n (D Q Q (D O O O (D 0 O X C 3 � TOP CHORD 001 C1-8 QQ O TOP CHORD W Z e 3 cr M col y N W V P Ui A W N 7- C, T ao a 0 a me 3 no n o ° ao o� c �v_ n oC) cc �c Sp oo v C) oav z 63 �; as Q W 7 Q ID O� (p '^ o o ° n -O (D n n: n ° ° 0' Q 7 (D O a �, - N o 0 lD 0° O_ N o m a 7 7 °o 1) c.-3 0m 3a3 _� m ° o .< n< o<m QQ yo° 0 00 ID �.3 's �m��o °� m�° o� 7<' °°o m mem �� 7m _v �o Q(D QN ° W (Q 7 n n �. (° O O_"O N N �. -�.. X O _. NQ „ fl_ Q 3 n p X (Q 1] v�ci fl Q 7 � -i• pc �m-o ��m °' oS. o 0o Qo_ �m o� °-'❑ mm xm °"c °3;° a mo -o° ,°� o���. Q° CD O gy om7Va 'm°o ° ° 7 m° oc �° mm mp7 �" m m� 060 °0� °Q a�°� ; Q 00 OT M .. N 0 O S l d N D O N 3 3 ° 7 Q N (D 7 p ° U 6 _ < 7 (D (D "' .n Q • O a 7 (a Q (D O O O S O- O 7 0 -' 3 O 6N(D N 7 (nA a6 c- �•7. 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(a (Q 0 Q Q N Q n i_ 33 0 m m° o o mo m° 7 °0 ao' o£` Q. l°07 sn Zm�o m2 y n (Q O O'•°C -Q 'p �n Q. �' -c._ fl �• 7 F CC)) ti O• n fl 3 y n 9 l/ IOD (n N 7 o N Q (7 n K J 7 O O O S7 C N ° a N D j ° 7 (D p' Q �• N O p (D �.O N (D n CD N£ n OO- N.2 N (D N "O p Q 3 7 7 n n '-7i. ° O °0 :E O-7 -n° 7 O_N yy n N 0 H e ° �, U O O N M. °- n j Qa 7 O JN 0 3 O 7 6'C—L N 7 '^ fn 3 f of �° m ° CL 3� (D Q na �❑ 3 a m °� �� m� w (D0 3 < (D E' S� 3 cr BUlldl i D U City of Whleatf�� City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857 March 1, 2016 OFFICIAL ADDRESS NOTIFICXrION NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates below: PROPERTY OWNER(S): To Be Determined NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy