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HomeMy WebLinkAbout5245 Pierson Courtr 4 \� 00 Cli 7a U 0a� �•� al c� p z M MM O rl- O� y 4••. U �, 00 O W C J J 00 N O h O 2 L w rA O r.., � ,.� tr O Q � � c� r - M •." Z T3 3U. Gr r� M ;5 O_ Q" cz N Ln , "� c� 9 v °O N �a�3o m y 0 y 'd 6 U ycn 'C V � Y c� a\ ccn N sm. s� 00 cz ca co cn rn N • Cd O '� '�' O O Q '� o C's U� '. to b .O U y Q1 O r, bn o f� M t1 cp �" p j O O O >1 N ern p 00 i�Ur C) bq s1, q C4� (Z bA rQ` 6%SCS+ GJ "ZZ) v bj) C13 4"rq 03 w ti 0 ° 3 U 3 3 U z M MM O rl- W :r 00 O W C J J 00 N O h O 2 L w F- Z UyQ+U v U �a�3o w 3 U 3 3 �V CER TIFICA TE OF OCCUPANCY Permit #: 201709216 `1 A,I City of Date: 09/19/2018 I Wheat Wge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 4,630 sq ft total This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO [ADDRESS: 5740 Olde Wadsworth Blvd, Arvada, CO 80002 CONTRACTOR/ADDRESS: Megan Sparks 5740 Olde Wadsworth, Arvada CO 80002 PROPERTY ADDRESS: 5245 Pierson Ct, Wheat Ridge, CO 80033 PARCEL #: 39-162-14-013 ZONING: PRD OCCUPANCY: R-3 TYPE OF CONST: V-B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: No change shall be made in the Use of this building without rSprinkiered: 2012 ICC / 2014 NEC prior notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted by front door of Chief Building Official commercial occupancies Zoning Administrator AdIO INSPECTION RECORD Inspection online form: http://www.cl.wheatridge.co-us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT:2, ADDRESS: �cj �lp Jt� (4, J08 CODE:' Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 302 Wall Sheathing 103 Footing / P.E. Letter o1' " 104 F -o -u —nd-a-fi iop Setback Cert. 305 Insulation r 105 Stem 306 Mid -Roof , 6� 106 Foundation wall Insulation 307 Metal / Lath / Stucco Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical/ Cable/ Conduit 302 Wall Sheathing 202 Sewer Underground Int. 303 Roof Sheathing " 203 Sewer Underground Ext. 305 Insulation r 204 Plumbing Underground Int. 306 Mid -Roof , 6� 205 Plumbing Underground Ext. 307 Metal / Lath / Stucco 206 Water Underground 309 Rough Electrical Commercial Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing " 304 Sheer Inspection 305 Insulation r fl 306 Mid -Roof , 6� 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS vERMIT:�10I)- ADDRESS: ; )Aq!3 �OrY?�lib�Ci�' JOB CODE:S�D Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Comrnercial 318 Boiler / Furnace 319 Hot water tank l� j 320 Drywall screw and Nail (( 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous V4- ouii. rl a r n- r S 3 i Final Inspektions � � ,, l_ , Date i �, :� Initials Inspector Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial 405 Final Mechanical Residential l� j 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 "For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works**— j- / 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* 418 Building Final Inspection a ./ Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. 59YSP��C43&�o 101-7pqd Assembly Serial #: CB223864 1BcmwCortsultingTest Date/ Time: 9/12/2018 7:58:46 AM Testing & Repair, Inc. Tester Certification #: 06-00615 Phone: (303) 537-0126 Assembly Test Results ® Pass ❑ *Fail www.backfiowconsulting.com info@backfiowconsulting.com Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE Facility Address: 5245 PIERSON CT City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A I Orientation Outlet Type Of Use Protection Inlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Domestic ❑Containment ❑ Horizontal ® I Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE NORTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 1.9 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑ Tight Relief Valve (RP) Buffer (RP) 2.0 PENED FULLY Air Inlet (PVB) Shutoff Valve #1: ®Ti ht ❑Leakin [-]Replaced Shutoff Valve #2: ®Ti ht ElLeaking ❑Re laced Back Pressure: ❑Yes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: Turn Off Date/Time: Turn On Date/Time: Test Kit Make: MidWest Model: 845 Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Roman Phone: (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 u Q CY 00 O � © O ro � Q. o 0 cc cc w a N ca Joc oc �o v V m IM N C o a a Q m V W a G O � mo rn v ci xc N .. a •- o `o o o U V1 v N = u cC d 4a 0 a4 o 4wa _ w a Es C cc' u aO �� '2 'a E CN i -_ • s= o Z c w F V N wwm� ii. W cc +' kD O LO r O O N 0 Ln W u i t/T 4/j,trY lz r f0 4A 7 c c Q a N ca Joc oc �o v V m IM N M 'o rn O C o 4 a Q m V W a G O � mo ci N E M O N us o U V1 v •2 u cC d rn v o ��u° _ c' a i cc' u O >' � a, �° a Q o 2 0) ac, Q =V =�vtL7 F - v v 2- E C w a - v � ry C� OMi y V1 M M c� Cri E a v E N v Z m c LL O C z v _m c ca Joc oc �o v V m c � W o a Q m V azo G O � mo ci c o _ c a o c c v o 0 o v 2 U O Y O m_ m .Q LL O � O ca O m Ln = o V � O ci N M M O o U m a d •2 ON cC d CL c o _ c a o c c v o 0 o v 2 U O Y O m_ m .Q LL O � O Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater I'D (RTIN): 8664221 Home Address 5245 Pierson Ct Rating Date: 2018-09-17 Wheat Ridge, CO 80033 Version: 3.0 • - - • -• - • - •- • '•- .L • • Thermal Enclosure System Water Management System A complete thermal enclosure system that includes % A comprehensive water management system to comprehensive air sealing, quality -installed insulation I protect roofs, walls, and foundations, and high -performing windows to deliver improved ❑ comfort and lower utility bills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1330 CFM50 (2.04 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-38 Floor. R-50 reduce the potential for water entering into the home Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency: U -Value: 0.30 SHGC:0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. ENERGY STAR Qualified Lighting: 100% Total Duct Leakage: Duct Leakage to Outdoors: 98 CFM25 Rough -In, with Air 98 CFM25 ENERGY STAR Qualified Appliances and Fans: Handler Refrigerators:0 Dishwashers:0 Primary Heating (System Type • Fuel Type - Efficiency) Ceiling Fans:0 Exhaust Fans:1 Furnace • Natural Gas - 92.1 AFUE Primary Water Heater (System Type - Fuel Type • Efficiency): Primary Cooling (System Type • Fuel Type - Efficiency). Water Heater - Natural Gas • 0.69 Energy Factor Air Conditioner • Electric -13 SEER This certificate provides a summary of the major energy efficiency and other construction - features that contribute to this home earning the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verfiralion Zero Energy Reference Exloing performed by a trained professional. The Home Energy Rating System is a nationally-rccogcizod Home Home Homes uniform measurement of the energy efficiency of homes. Note that when a home contains multiple performance levels for a particular feature (e.g., ? window efficiency or insulation levels), the predominant V31ae is shown. Also, homes may be orrdtfled to earn the ENERGY STAR using a sampling protocol., whereby one home is randomly L•:, p 8 S ion selected from a set of homes for representatve inspections and testing. In such cases, the Energy ./�. Envy features found in each home within the set are intended to meet or o—d! the values presented r�^11• on this cerrificale, The actual values for your home may differ, but offer equivalent or better per omzance. This cenihcats ewes printed using Ekotropo*" (Version 2.2.5.2006). Thi, Nome minssrsrin Lsarn more at wrww.energystar.gcvthomefeaturas IECC 2012 Performance Compliance EnergyLogic Property Organization °° 5245 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-09-17 Reports Rater ID (RTIN): 8664221 5245 Pierson Ct Remington v2,2.5 Builder RESNET Registered (Confirmed) Remington Homes Annual Energy Cost Design Heating Cooling Water Heating SulbTotal - Used to determine compliance Lights & Appliances Onsite generation Total IECC 2012 Performance $714 $158 $136 $1,008 $852 $0 $1,860 405.3 402.4.1.2 402.6 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 14.6% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist �" As Designed Design exceeds requirements for IECC 2012 Performance compliance by 14°6%0. $580 $145 $136 $861 $837 $0 $1,698 As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5_ It rating is Projected, I certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application. If rating is Confirmed, 1 certify that the address referenced above has been inspectedttested and that the mandatory provisions of the IECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another party. Name: Mark Lane Organization: EnergyLogic Signature: " 4 A".— Digitally signed: 9117118 at 2:04 PM Ekotrope RATER - Version 2.2.5.2006 IECC 2012 Performance compliance results calculated using Ekotropes energy algorithm, which is a RESNET Accredited HERS Rating Tool V ocmwo W cMR Fc G CL co 1 LIN m C fl7 J Y U m O J A CLi7 i W L � O y C = r L C G O C = W W W � L G y v � N LL W Q r V) Cl) O • u 8 CV • � V tg�; �? �' _ 3 mco L d L Lj —M N fl3 z ac vcca L • Vo o O rNp1 v rN v z o 0 v N to 0 m +� 0 dCcm cl tm � Q --,e m o o o 0 E Iff o �' w d . j = U = cg 'cm .so N o c c t Y t4 c ori 4: S2cp�c m = :E�@ � O Lao: r M FL = O E d O D � 0 co G d V V L Y v U C? a U- O O m mLo 0 � Locc aiEmo 01 C N N O .G m C ? o ^t vi ,� o iC y t9 o c d V Vo G LJ. a y 3 .°o U. 4 Ua m G CL co 1 LIN m C fl7 J Y U m O J A CLi7 i W IECC 2012 Label 5245 Pierson Ct HERS® Index Score: 57 Ceiling: R-38 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1330 CFM50 (2.04 ACH50) Duct Insulation: R-0 Duct Leakaae: 98 CFM25 Window: U = 0.300, SHGC = 0.310 Door: R-7 Heating: Furnace . Natural Gas • 92.1 AFUE Cooling: Air Conditioner • Electric • 13 SEER Hot Water: Water Heater • Natural Gas - 0.69 Enerav Factor 2005 EPAct Energy Efficient Home Tax Credit (13-001) nergyLogic Property Organization °"°' 5245 Pierson Ct EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-09-17 Reports Rater ID (RTIN): 8664221 5245 Pierson Ct Remington v2.2.5 Builder RESNET Registered (Confirmed) Remington Homes RESMET Confirmed Rating Normalized Modified End -Use Loads (MBtu / 2006 IECC year) Category 2006 IECC 50% As Designed 70.3 Target. Cooling Heating 39.1 33.4 Cooling 5.3 6.5 Total 44.4 39.9 Ceiling U: 0.026 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 70.3 45.6 Cooling 9.5 9.5 Total 79.8 55.1 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER = 13 Duct Leakage to Outside: 98.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STAR® for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Mark Lane Organization: EnergyLogic Signature: Digitally signed: Ekotrope RATER - Version 2.2.5.2006 This information does not constitute a warranty or guarantee of home energy performance. " L A" 9/17/18 at 2:04 PM Air Leakage Report Property 5245 Pierson Ct Wheat Ridge, CO 80033 Reports 5245 Pierson Ct Remington v2.2.5 nergyLogic Organization EnergyLogic 719-243-5147 Inspection Status Mark Lane 2018-09-17 Rater ID (RTIN): 8664221 Builder RESNET Registered (Confirmed) Remington Homes General Information Conditioned Floor Area [sq. ft.] 3,932 Infiltration Volume [cu. ft.] 39,091 Number of Bedrooms 3 Air Leakage Measured Infiltration 1330 CFM50 (2.04 ACH50) ACH50 (Calculated) 2.04 ELA [sq. in.] (Calculated) 73.2 ELA per 100 s.f. Shell Area (Calculated) 0.87 CFM50 (Calculated) 1330 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pa] 98.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.5 Leakage to Outdoors [CFM25 / CFA] 0.025 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 98.0 Total Leakage [CFM25 / 100 s.f.] 2.5 Total Leakage [CFM25/ CFA] 0.025 Mechanical Ventilation Rate [CFM] 69.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 69.0 2010 ASHRAE 62.2 Req, Cont. Ventilation 69.3 2013 ASHRAE 62.2 Req. Cont. Ventilation 92.0 Ekotrope RATER - Version 2.2.5.2006 RESNET HOME ENERGY tnergyLogic RATING Standard Disclosure ... " For home(s) located at: 5245 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page. 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design Wj B. Moisture control or indoor air quality consulting WIC. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: EIA. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home WIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home E]4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer OR is in the business of Rater Employer []Rater Employer Rater Employer Rater Employer 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 #: 8664221 Name: Mark Lane Signature: /-ti fC 4 Qwt,,e... Organization: EnergyLogic Digitally signed: 9/17/18 at 2:04 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESN ET_Mortgage_lndustry_National_H ERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 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: qI � Job Address: 52-1K Pj P ✓e.a�,-, C+ Permit Number: 2-f) l * 017 7-((,o ❑ No one available for inspection: Time _V ' AM PM )' Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date:- 6? - zo-1 K Inspector: DO NOT REMOVE THIS NOTICE e - - - CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: T Aco � ie e + Job Address: !SZUS lit •PV'4_,Pn C,+_ Permit Number: ,�?O CI C9 ?_1 be ❑ No one available for inspectin: Time. �AM/PM Re -Inspection required: Yes C—N When corrections have been made, call Date ( Inspector: 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: �r FE Job Address: / E' 5o 1) G t Permit Number: ;�-Q/ %O 9 ?-/j� r ❑ No one availablefor in ion: Time AM/PM Re -Inspection required: es No When correction have been made, call for re -inspection at 303-234-5933 Date: q �d� Inspector: l�J� l �/` DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE BuildingInspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ` - h ec . Mom, 6, -&Ldq Job Address: 4 er Sia- Permit Number: , 2.0 `7Q,QZ/ IP C f4 F( ❑ 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: ' 1� ' l Inspector: DO NOT REMOVE THIS NOTICE Z i CITY OF WHEAT RIDGE tJ\ Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: at K LU Ct_�d_ Job Address: 5,2 `t S N «' e T' Permit Number: 20 1 "7 0 ct2 / LQ ❑ No one available for inspection: Time 14 / M Re -Inspection required: Ye No When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 - Date: i r _ t Inspector: DO NOT REMOVE THIS NOTICE o CITY OF WHEAT RIDGE -~ td Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: / A-) S U /0 Job Address: �'/'oXc:.") �' Permit Number: 2 0 1-7 0 /2/(,c ❑ 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: `7 - �,' / Inspector: i DO NOT REMOVE THIS NOTICE 4 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: '5;1 Permit Number: -2,f i C, `r Z / Cv i. i ❑ No one available for inspection: Time Re -Inspection required: Yes"` No .-- When corrections have been made; call for re -inspection at 303-234-5933 Date: -7, G ' / ,� Inspector: DO NOT REMOVE THIS NOTICE :ice i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax qO GCi5 L five INSPECTION NOTI�E 3v I- OUcj I`aanI, n-7 513 -IV m bill' Inspection Type: -3f �, _ Q „ i; ,c m , Job Address: Says" P('ec-Son C4 - Permit Number: --a 0 / -7 0 `I 9 I ❑ No one available for inspection: Time/ 0 _Z45 --a PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: & LD 7 bg 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: -3 CJ 113,09131 0 1 31 3 1 / 61 %o Job Address: 5.: 4/5 Plgrtsr,-a C7 Permit Number: 2 OI i 0 "12- l& ,56411 rill IFltso.l j 16,f 40/41V Pt'L1,1-4710.7) 3o - 82 55 - gas s FMA Pr) CIV, a L_ o' r)�� �s � retsP7 Vol - 6,0V61-- ❑ No one available for inspection: Time 9..00 6Y/PM Re -Inspection required: de`s No When corrections have been made, call for re -inspection at 303-234-5933 Date: 12 & Inspector: A l/ fh P®S e y DO NOT REMOVE THIS NOTICE r^ 1 Z i CITY OF WHEAT RIDGE M Building° InspectionDivision (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: MIC) 2001:� Job Address: Permit Number: 2 (.,7 1-7 0 ci Z t Le ❑ No one available for inspection: Time ��'' A PM Re -Inspection required: Yep No When corrections have been made, call for re -inspection at 303-234-5933 Date: '� ` IS - !� Inspector: DO NOT REMOVE THIS NOTICE z 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 J4 - F-,�,anjL�� Job Address: '-5- rQ 4 57 14�?1 T l" Sore Permit Number- (0 ) % 0C)C9. 1 S �Jy� lAja41 �j d IJ No one available for inspection: Time �C AI /PM Re -Inspection required: Yes Io When corrections have been made, call for re -inspection at 303-234- Date:--3- 03-234-Date:3- Inspector: ),T— DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 7 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 3,j k 'k1 1NC t Job Address: Z' -I S P) e 5 , , C_ I . Permit Number: Z 0) 3- 0 ::2) Z I G ❑ No one available for inspection: Time /0"/s- &PM Re -Inspection required: Yes � When corrections have been made, call for re -inspection at 303 -234 - Date:— S b /l !�, Inspector: f� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: S a `► S 1� 5 CJ - Permit Number: O C) Z1 (o ❑ No one available for inspection: Time 10,'33 /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: 51 j l I Inspector: Cry- T_ DO NOT REMOVE THIS NOTICE 4} 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: 7C?%1 ❑ 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 Dater• �' I Inspector: DO NOT REMOVE THIS NOTICE 4} 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: 7C?%1 ❑ 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 Dater• �' I Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 105- St 6; L,,e//S E, Lf t4tt — Job Address: SZ -Y5_ Permit Number:-Zol%12l6 ❑ No one available for inspection: Time t'', PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: 2/1q M Inspector: , DO NOT REMOVE THIS NOTICE u OD Q"O , V. 0 ,413 r q v� t) Cal 5, (u (U 42 > CL 0 OL 64 4 r L U S .2 ,, 174% V E -2 ol or- o- — C' = , — o W '.0 to r2 C.) ej t5 '.'I 9 x 0 0 0 0 If-- (Z-� OD Q"O , LLJ Q lz U —i z z 0 0 E- z 0 0 Fz z � W LLJ ry N m - � O I s cosi V n% Nad z rw Y $O mOm�mO2 4.V=awGRwNV)�4J¢ZY w y OH � VI W �WOmJOd~��Z�ZFr?Z�n�00W K sa-'S Ow n'�cJJ4mp�'rfm 11 �3a'�e G`'S�aN 3 fai1N y Q• II d w+pw���mr 3► N� � T Y F C} 00 J m ,os-aa1 . 3av3n ,s O W P' .69S 0 S'GZ o 48 +1 u> j 0 0'S t (51� 0 op Ln Z b ( Jm�Zr�- Q ( cp I( G"E O In � L 9'62 3 a� Y F 0 10 J m H 0 0 Z 0 to w_ X30 ED O " F W C2 - O O W��a m N O 2k oar ¢ fn 4 iii Fa"'iv�i o z J Rp�m� m cn OOZ8pN Z p y J d O J 4 'o z OY� ONZ �Ww yWZ2N a t-Uz d , VmZ wZZO w>w�w�wwzcop app mm zzz w2WOONWa O'yR UK=�Ut3��¢Od w m dp zww aF�wmZra zowFaWOFOWW OwQ �w N O F -.O z zz< Q�i,mp�.000�Ua� aOU 4!�-YN>Q¢ za ¢ONdw.-Q�¢vs dZ-Zmd d �r-wmW 4Njt@V w�¢ O K F¢OjpaNaaaZ ai� oz= o. 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No When corrections have been made, call for re -inspection at 303-234-5933 Date:—,::) ! / Inspect r 1 all- DO 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: PF J_e Job Address: - Permit Number: cD Q 1-7 O9 Q J Ll No one available for inspection: Time ': 3 a/PM Re -Inspection required: Yes No When corrections have been made, call f_. re -inspection at 303-234-5933 Dated,_� //S Inspecto (1 �,.. / L.al' DO NOT REMOVE THIS NOTICE City of Wheat Ridge ; Single Family - New PERMIT - 201709216 PERMIT NO: 201709216 ISSUED: 01/25/2018 JOB ADDRESS: 5245 Pierson CT EXPIRES: 01/25/2019 JOB DESCRIPTION: New Single Family Detached, 3 car garage, unfinished basement, 3 bedroom, 3 bathroom - 4,630 sq ft total Main floor - 1,307 sq ft; Second floor - 1,368 sq ft, Unfinished basement - 1,034 sq ft; Garage - 725 sq ft; Front porch - 176 sq ft; Rear patio - 20 sq ft *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 170665 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: 318,672.00 FEES Total Valuation 0.00 Plan Review Fee 1,653.99 Use Tax 6,692.11 Permit Fee 2,544.60 Engin. Review Fee 150.00 ** TOTAL ** 11,040.70 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to 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. 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. 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 rf the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ppermit. I further attest that I am leggally authorized to include alI entities named within this document as parties to the work to be pertormed nd that all work to be Vertormed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of UOWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all 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 permithall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance orlfegulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official I Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City ®f ��Wh6ati?s1C e COMMUN17Y DEvELoPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 � Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY ®ate: Planmerm;t # i r Io Plan Review Fee: C ll k;3 C Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: F1 � �� �Ic� ')h(1 Property Owner Email: Mailing Address: (if different than property address) Address: h �I�� �( t—"�'1 �C� 4R Com, State, Zip:C�iO.�a Architect/Engineer: CFc� + Tn o Architect/Engineer E-mail: Contractor: Contractors City License #: _ I (P Phone: Contractor E-mail Address: , Sub Contractors: Electrical: �j(' F_1�� Plumbing: ((�; �} jjP Mechanical: i tt� W.R. City License # C) ` W.R. City License # �I� � `i W.R. City License # $09 5(0 Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. �`, . J ���\ Cit i �q —o J fi' I�fc�cl� u� , vA�4k51 `�� n , mum , 30 4-) CcY1 Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 7.177 , ..-I -\ I- OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or PRINT NAME: ZONING COMMMENTS:��� V �✓ Reviewer. V BUILDING DEPARTMENT COMMENTS: Reviewer: A T W-'k� 1/30) h 6 THORIZED REPRESENTAT VI E)` of 'OWNER) (CONTRACTOR) n X14" -Lc)p I DATE: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: PUBLIC WORKS COMMENTS: /) QIAC-67* P -00F 0g4//J L)0Wt4--7FCt,75 IN 71.x,1: 514O}'i//4 Reviewer: bi VN "4 -[Vi; PLOD' FI -A14 7b PQoy'EG7' ADJACENT !'R-ApElz77-1'�'s FRo/4r1 129AW47 A;9 ,t2t)aOFF, 12/7/17 T)A 09AD1n4& GSRTrFlG,aTroN LE77 2 5p1,A1_L BE (�'EG2'D. p210� PROOF OF SUBMISSION FORMS C-0• TO EN542e Fl2oFC-R. 5/7-E GRDD/alG, Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District E] Received ❑ Not Required Building Division Valuation: $ �� `'_' �} �T`rp� o �= o .- / V �f'�� '�S O � � � OIL C: O Yi W ��O ®�P��� �// W O K E 2Kr � m � .Ki/JJ U O � ���« � a I I • � Q Q I ty�� W � Y ❑ � � 8 C Q !` .0 � I I � � � O{ � � p0 N44 Li� U� i m N � --� In I� p � s � N I � c {72 a w w W «aZ c C r � Z � '' � n N i7.� = W rJ' Z O a_ 0'6Z gI m (` * Ad,fl-LS ` f j � W 0 p � q Z v, n a m c � W � ¢ � w j(yFa�1/ N Z � � z ��Q ✓'T � U O � �a. 7i£ � � � �• •i S£ 6'tL � �� L� r Z � � Q Q 'LL di W� � �/1 � }' �p �¢,f J � Z � ¢ � xb ;`z�.�o�— —"longi — (1�'ZZI M f+f,i� fi$S f 30�83f1 .S 96i ya W w W Z U O W N_(Wj I I O � .�,E � S � �f % 3fl�P3f1 got r �t ��jr. 561"' �� • 6+. �' � �� r >Z Vi � W j a c 9 � 0 � w o W IL 4 Z K y� i � '" y � _»w �� � a ,5 ,� xg � � -_��' —Sui- . ;. • Z��c = � or � ,ge s C = w� — w ,e�I ry. � � �! � � � mss•'„ � LL O Q:' w � z a w 0 � v d z °° W = � II 11 II I � 3. v,�. �"' \\'� � .�, r � � 4' L /10,S-1�1Z o w N �" _ �- � Q < a � w _ �' O N ,• I � I " lgJ lf] � (- I r � L I O • � 1 A o ( � ~ O O U � O U a �i o � v � N � � y�j = m � m � C � � W � In � U �� r: aK � � � �I N + ,p'S � � ,u r I ,S'�Z � 1^ w<� =wo �� 3 � � � an � � �v�3 �j, � NN � lL T..L(y Q � � � I m�� �r � �Z I A.5 n �'� N � i '�"l I ! �' � 7 Y H N W O M � � r ,q rn' t7 � Q� !N � � o_ 3 � I , S•�.b ii li I�ym ®�� I E Z !I It'}j ti I� o � ,S SZ cOp' � U ��Um2�o�,a�� aap3c�o`��sa � �j I � z I:i � � t a � Q_� WW p tL ❑�O m m ala pw �ui cd C7 ti.� � a�liW o � h a d � 3 : Z p N� �iry�I�i a�=moo a�c��a u n u a no c Q �a � � s r � � � Q—?- fd+7 r0 I �-� o � �? h u"�i ,� Q� � N k� I � cQ Qw � �r opt edm��wr�i�a o a a cf comms m = t- ,.I Z Z w 4 xs � I �,1� t-O� s xo .d'8 �' �J � `Ls �o � o� � Q zoi U ¢ � � �� =d r W W '� � �aN3931 �SNOLLV�L�Id3d5 Z ��o � � I n z�`iD. 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(minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): ft. (not including accessory structures) Total Proposed Building Coverage: Af W sq. ft. 29 0 ' opo Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' �V Interior Side 5' , Side on street 10' Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) Side (if under 8' tall) Rear (8'-15' tall) 5' r, Side (8'-15' tall) Building Height Maximum Provided Main Building 35' , Accessory Structure 15' h Q, Rev. 04/17 IG Is the structure within 2 feet of minimum setbacks? co (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 ❑ 04scii following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. City of .SINGLE F MILYIDUPLEX e BUILDIN P !� i� n i r c WORKS Wheat G ERMI7'APPLICAI'IONREVIEW Date: Z7 h-7 Location: 6 2 4� ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a /WJEW � M� _ 4- F-9 located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: b. Yes No Site drainage/grading plan have been reviewed and are: OKI= �; refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes b. curb &gutter: NoCompleted Yes c. sidewalk: Yes � No � No Completed d. Other (specify): Yes — No Completed Completed For items not constructed, the amount of funds taken in lieu of construction: 3. -4L Does all existing roadway/alley R.O.W. meet the standards of the City: -/- Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes — No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V/ APPROVER: 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 Mark Van Nattan Dat 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 Mark Van Nattan Date 6. Stipulations: RDoj5 C29A i powu!642ms dOEX A5504126r-�n 150_ A5 Nor A &. " N. 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. 1' NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of bat 1 � e PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORDS DEVELOPMENT REVIEW FEES Date: Location of Construction: _ 5 24 E PI r-1IZSaN r'T Purpose of Construction: /Nr.,i E d M ILY n J&'_ F Single Family _ 1z Commercial Multi -Family Develoument Review Processing Fee: ................................................ $100.00 $�� (Required of all projects for document processing) Single Family Residence/Duplex Review Fee:. .................................... $50.00 $ .Sp d0 Commercial/Multi-Family Review Fees: ® Review of existing or minimal technical documents: ........................ $200.00 $ ® Initial review' of technical civil engineering documents (Fee includes reviews of the 1 ' and 2nd submittals) :.......................... $600.00 $_ Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2nd submittals): ........................... $500.00 $ o Trip Generation Study Review Fee: .................................................. $200.00 $ ® O & M Manual Review & SMA Recording Fee ................................ $100.00 $ 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes 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 ('/z initial review fee): .................................................... $300.00 $ 4'h submittal (full initial review fee): ................................................. $600.00 $_ All subsequent submittals: .................... ............................................ $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www xi.whea t ri dge.co. us Rev 12/12 City of W heat Kdge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: !7 ADDRESS: X245 P/E�2SDn/ rT, 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 www.ci.wheatridge. co. u s Rev 2/08 City of Wklteat Iidge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: -M Av] Project Address: Name of Firm/ Individual submitting documents: 1 a quffle:s Project Type/ Description: 7Th Signature of Firm Representative or Individual: R• El 44VZ,&-& am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Radge Water District o Consolidated Mutual Water District t,,-)d'5Iley Water District o Denver Water Agency Notes: Sig nat urq/ 4 - (Agency Represent o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Dat e:i'` PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) November 14, 2017 Re: 5245 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED r`7 4 THIS DEED, Made this February 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: �V— wol��V Name: Robert R. Short Title: President State of Colorado ) County of E '� ( )ss The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official sea[._ � My commission expires: _ �.`� -,Y�� JANET S JACKSON NOTARY PUBLIC Sl';TV- OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08,2019-1 Notory!" Public Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"). between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Lender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "PropertX"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NQS—'l��poY-cam 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment tinder the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, Legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are tiled. 2 1353913.2 7. Preservation and Maintenance of PropertX. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of corn. petent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Tender to Borrower requesting payment thereof, and Lender may bring suit to collect any arrow -its so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condernnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913.2 thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or seffle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance.by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability: Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may deter iline. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. 'Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property; second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for "Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility_Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("Dry Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a ]apse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a orporati Colorado co By: Title: —J d2' `e � , .1 STATE OF COLORADO § § COUNTY OF4qr The for ping instrument was acknowledged before me this 26th day of February, 2016, by t'i�QS NQS p('QC�� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. A►A�r.Au1 SHANNONA OVO4A`VAN, Notary Public State of Colorado Notary ID 20054037048 My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: , Notary Public August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 15, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R R O K A T E D J HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 8 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 20 feet. No groundwater was encountered during this investigation. The clayey soils and bedrock are expansive. Use of spread footings is recom- mended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. C tyr o 10 9.r� , 1971 West 12thAvenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4 _'` Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.1 percent when wetted. Based upon results of la- boratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investi- gation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 15, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary i�taken. CTL I THOMPSON, I G REMINGTON HOMES 3 QUAL RIDGE ESTATES LOT 15, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Category Representative Percent Swell" 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. °"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL 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. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc tU vi C E Z cn at CD C: .;7, 0) cr x cc 0) 4.0 m 4j 4-J m 0 ry, LLJ u E ) Q 0 o - n M City of Wheat Ridge CommumwDEVELDEVELOPMENTLormf APPROVED (f(6-, M Reviewed for Code Comilanc m 21 X O a, v) W-- r_ 0 ILN LU a- 0 0 ul — uu n Plans inef6Df -E_,0 —,if-) 5; -W 0 c VAw"QfpffMA7"w 14-f-p—a -lot; zr, .0 b—specTkotj�� u Worw _j6a*y opermacomputotionss b fo —p5,(gjYviotvtc-, of the provisions o)ftbulWsWodeUaod (D C-<ses. Pen c presuming to f 0 give TO 2 lh� - E 11 to codes or othel.,dz&,-T;x,, M �p 00 E E 0 (U to rn E cO rn ai 00 ra -C 0 Ln U) Q) m C? Z 0 CD C? 0. Z x LU c 0 x Ln r 0 z kn m m v V C: c LU w r. ui MO 0, w cl:: a- too mmm 0. LL CC LU LU ry LL V) M Ln 0 0 0 0 p 00 Ln to J-, VT-cr -0 00 Lr) j,-', 00 LD T- 2 < Ln 01 O c 2: u- U u < LL E N E E E P E Qj 5 < 0 5, V) V) aj 0) u) 0 0 0 C)c m (v 0 > 2: 0 Ln (N U- m m cz E E LU E 0 D E o V) U v) C: a) 13, . . . . I A E 0 °E CD < v E X= c 0 0 -C > r - W 0 0 M 41 u J V) ENERGY STAR V3 Home Report Property Remington Homes 5245 Pierson Ct Wheat Ridge, CO 80033 745 FB - Wheat Ridge - Remington 745 FB - Wheat Ridge - Remington Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. J Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade 1 installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ,/ Duct insulation meets the EPA minimum requirements of R-6. J Mechanical ventilation system is installed in the home. ,/ ENERGY STAR Checklists fully verified and complete. nergyLogic anflYtls. IntIQAi. Ons'ffls. HERS Index Target Reference Home HERS 75 SAF (Size Adjustment Factor) 0.91 SAF Adjusted HERS Target 68 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 49.4 34.0 Cooling 9.0 7.0 Water Heating 12.9 9.8 Lights and Appliances 32.3 29.2 Total 103.6 79.9 r This home MEETS or EXCEEDS the energy efficiency requirements ` for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 247 Carbon Dioxide (CO2) - tonslyr 2.9 Cooling 24 Water Heating 39 Lights & Appliances 110 Generation Savings 0 Total 420 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 City of •, �.. .. eat Ridge wilding 0j, , IECC 2012 Performance Compliance Property Remington Homes 5245 Pierson Ct Wheat Ridge, CO 80033 745 FB - Wheat Ridge - Remington 745 FB - Wheat Ridge - Remington Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $730 $162 $174 $1,067 $938 $0 $2,004 QlnergyLogic As Designed 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 13.8% SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist Design exceeds requirements for IECC 2012 Performance compliance by 13.8%. Name: Organization: Peter Oberhammer EnergyLogic Signature: A_ Date: Nov 10. 2017 Ekotrope HERS Rating Tool -Version 2.2.0.1799 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rat ingToo I. City of $587 $158 $174 $919 $919 $0 $1,838 Wheat Ridge wilding Divisor Building Summary Feet From Wali Top To Insulation Bottom NIA Is Fully Insulated Yes nergyLogic Property Organization °"° "s'' '"" °°°"•" Remington Homes EnergyLogic 5245 Pierson CT Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Builder Results are projected 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge - Remington Bsmt Uninsulated 182.3 Below Grade 1.23 General Building information Exposed Exterior Number Of Bedrooms 4 Number Of Floors 2 Conditioned Floor Area [sq_ ft.] 4,101 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 39,768 Number Of Units 1 Residence Type Single family detached Model 745 FB - Wheat Ridge Community Quail Ridge } Basement Mall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Locatior Bsmt/Garage Un R-19 Draped Full 1 7 443 Exposed Exterior Conditioned Space Bsmt/GroundUnfinis R-19 Draped Full 1 7 137.9 Exposed Exlerior Conditioned Space Basement Wali Library List Name Feet From Wall Top To Insulation Top R-19 Draped Full NIA Feet From Wali Top To Insulation Bottom NIA Is Fully Insulated Yes R 19 Name Library type Perimeter FloorGrade CarpetR Exposed Surface Area Location InteriorShel MasonryArea Locatior Bsmt Uninsulated 182.3 Below Grade 1.23 0 1,316.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List' Name Wall Construction Type Slab Completely Underslabinsulation Perimeterinsulation PerimeterinsulationR R Insulatedd, Width [k] Depth [M Value Uni'.nsulated Wood Frame I Other No 0 0 0 0 - EEDE =1 Property Organization Remington Homes EnergyLogic 5245 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 2x6 R2316" OC Builder 745 FB - Wheat Ridge- Remington Remington Homes 745 FB - Wheat Ridge- Remington G1 } Framed Floz�' Name Library type Cantilever 12' R50 16'OC BF G1 Exterior cant Garage 12' R50 1610C BF G1 Exterior cant Framed Floor Library List Name ' 12" R5016"OC BF G1 Exterior cant (E)nergyliogic ¢.�niva'+t. +n x:yni. aniW epi. Inspection Status Results are projected irpetR FloorGrade SurfaceArea Location Interior Shelf Locatior 1.23 Above Grade 9.0 sq. ft. Exposed Exterior Conditioned Space 1.23 Above Grade 482.0 sq. ft. Unconditioned, attached Conditioned Space garage R 46.08006 Name Library Type SurfaceArea Location InterforShellLocatior Ambient R 19.0 265-3 sq- it Exposed Exterior Conditioned Space Garage R 19.0 44.3 sq- R Unconditioned, attachedgarage Conditioned Space Rim Joist Lura List Name R R 190 19 Name Library type Back 2x6 2x6 R2316" OC BF G1 Front 2x6 2x6 R2316" OC Blown Fiberglass+ Garage 2x6 2x6 82316" OC BF G1 Left 2x6 2x6 R2316" OC BF G1 Emittance SolarAbsorptance SurfaceColor SurfaceArea Location InteriorShel Locatior 0.9 0.75 Medium 838.6 sq. ft Exposed Exterior Conditioned Space 0.9 0.75 Medium 5652 sq. ft Exposed Exterior Conditioned Space 0.9 0.75 Medium y w�399.0 sq. ft Unconditioned, Conditioned Space attachedgarage 0.9 0.75 Medium 755A sq. ft Exposed Exterior Conditioned Space Right 2x6 2x6 122316" OC BF 0-9 0.75 Medium 629.7 sq. ft Exposed Exterior Conditioned Space G1 Building Summary Property Remington Hanes 5245 Pierson Ct Wheat Ridge, CO 80033 745 FB - Wheat Ridge- Remington 745 FB - Wheat Ridge- Remington 2x6 R2316' OC BF G1 2x6 R23 16' OC Blown Fiberglass + 1" ZIP R6 Glazing Organization EnergyLcgic Peter Oberhammer Builder Remington Homes 18.49835 23.54298 Inspection Status Results are projected Qnergyliogic Name Library Wall BasememDverhancOverhanr.Overhanc Interior Interior Adjacent AdjacentOnentatic Surface Location Inteno Type Assignme Wall Depth Ft To Top Ft To Winter Summer Winter Summer Area Shel Assignme Bottom Shading Shading Shading Shading Locatior Back 2x6 .30/.30 Back 2x6 0 0 0 0.85 0.7 1 1 West 267.0 sq. Exposed Condition ft- Exterior space Back bsmt .30 /.30 BsmtlGrou 0 0 0 0.85 0.7 1 1 West 40.0 sq. Exposed Conditione t nBnis ft. Exterior Space Front 2x6 .301.30 Front 2x6 0 0 0 0.85 0.7 1 1 East 134.0 sq. Exposed Condition ft. Fxterk)r Space Left 2x6 .30 1.30 Left 2x6 0 0 0 0.85 0.7 1 1 South 72.5 sq- Exposed Concifttone ft. Exterior Space Left bsmt .30 /.30 Bsmt/Grou 0 0 0 0.85 03 1 1 South 40.0 sq. Exposed Conddione Unfints ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 1 1 North 55.0 sq. Exposed Condition ft- Exterior Space Name Shgc R 30 / .30 0.3 3-33333 Building Summary (DnergyLogic Pr e O zat an�1. 1, 1- 9h,, n 1-1 ap rty rganl Ion Remington Homes EnergyLogic 5245 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 745 FB - Wheat Ridge- Remington Remington Homes 745 FB - Wheat Ridge- Remington Opaque Doo' Name Library Type Wall Basement Wall Emittance Solar Surface Color SurfaceArea Assignment Assignment Absorptance Front 2x6 insulated Door Front 2x6 0.9 075 Medium 24.0 sq. ft. 6.6 Garage R 5 Garage Garage 2x6 0.9 075 Medium 20.0 sq. ft. Entry i Opaque Dobr L Name Insulated Door 6.6 R 5 Garage Entry— R 6.59979 5 Roof Insulation'; Name Library Type Roof -Deck Cla'yy or Emittance Solar Surface Color SurfaceArea Area [sq. ft] ConcreteRoof Absorptance Tiles flat R-50 BF24''oc 1,807 No 0.9 0.9 Dark 1,807.0s%ft Roof Insulation Library List'. Name Has Radiant Barrier R-50 BF 24'oc No Whole House Infiltration 3 ACH at 50 Pa measuremenrf pe Blower -door tested Mechanical. Ventilation Ventilation lype, Ventilation Rate [Cubic Fee 1Minut4 50-68123 4 Location InteriorShel Locatior Exposed Conditioned Exterior Space Exposed Conditioned Exterior Space ation InteriorShel Locatior Attic Conditioned Space Exhaust Only 79 24 15 Yes 0 Building Summary QnergyLogic Property Organization Remington Homes EnergyLogc 5245 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 745 FB - Wheat Ridge - Remington Remington Homes 745 FB - Wheat Ridge- Remington t. E' % InteriorEfficienl % ExteriorEfficientLighting % GarageEfficientLighting Lighting 100 0 0 Onsite Generation; None Present Onsite Generation Library List . . None P resent Solar Generation Library List None Present E^. n it on oL.ilng i2� Name Library Type Air conditioner(3) 13SEERl42BTU 3.5 ton FueFfired air 92.1 AFUE 1100K distribution (1) Water Heating (2) W62 EF 176 RE 150g HeatingPercenti-oad Cooling PercentLoad 0% 100% 100% 0% 0% 0% 111111, MR - E ui meat e; 13S�ERI42BTU 3.5 p 'i'Yp ton Fuel Type Electric Distribution Type Forced Air Hot Water PercentLoad 0% 0% 100% Building Summary Property Organization Remington Homes EnergyLogic 5245 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 745 FB - Wheat Ridge- Remington Remington Homes 745 FB - Wheat Ridge- Remington Equipmer� _1'Y : 9,2.1. AFUE � OK Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kl3tulh] 52 Use default EAE No EAE [kWh] 878 Equipment Type: W62 EF 1"76'A57 Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hat Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Distribution Sys Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Scl Feet Served 4101 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. ft_J 1107.27 Return Duct Area [sq. ft.] 820.2 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFMBnbsp;@8nbsp;25PaJ 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rale Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 2 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 0--t Dore.., A. n nergyLogic en etY�ie. Inaly ai.. •n�wal �. nergyLogic Property Organization Remington Homes EnergyLogc 5245 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Capacity Builder Results are projected 745 FB - Wheat Ridge- Remington Remington Homes 745 FB - Wheat Ridge- Remington rHasng Fan No Watt 100 ,,' Wader Dlstrtbut on Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length' [ft) 75 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Glomes �ry Fuel Type Electric Cef 2.61739 Field Utilization Timer Controls Label Energy Rating 487 kWhNear Electric Rate $0.08/kWh Annual Gas Cost $23.00 Gas Rate $0.691Therm Capacity 3.2 Imef 0.80737 Dishwasher Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhNbar City of Manual M,w o of E`e Remington Homes-Quait4WDWED 5245 Piersonice NOTE: Manual D Data from Elite Softwarezirig PrrQgra Equipment: Mandity of pem* The issuance of o permit a opprovol of plops sMvficotians and computations shall not be o permit for, ar an opprovol of, any violation to any of the provisions of the building code or of any City, ordinances. Permits presuming to give authority to violate of concel the provisions of the Building codes or other ordwtonces of the GtY shall not be valid. Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****C (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure-- in.wg, Duct lengths: feet, 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. i Su rnmary Number of active trunks: 25 Number of active runouts_ 25 Total runout outlet airflow: 1,357 Main trunk airflow: 1,305 Largest trunk diameter: 22.4 SMT -100 Largest runout dia meter: 8 SR -100 Smallest trunk diameter: 12.9 ST -340 Smallest runout diameter: 4 SR -260 `Supplyfan external static pressure: 0.800 Supplyfan device pressure losses. 0 270 Supply fan static;pressure available 0 530 Runout maximum cumulative static pressure loss: 0.372 SR -320= Return foss added to supply 0 078 Total eifecti'fe length of return (ft) 244 3 Flo or. RA Total effective length of supply( ft.} 103 1 SR -320 Overall total effective length ( ft;) 347,.4 Floor RAto SIS<320 besign overall friction rate per 100 ft.: 0 153 (Available SP x 1004 TEL) System duct surface area (No Scenario): 979.1 Total system duct surface area: 979.1 Heat Rise Used on the Program- 58° F ettt ngCa- pacity arc feiency Wire Lead Color 040- 040.12 0 - 060.6 080-16 : 00.6 100-2 0-20 input High Heat (BTUH) 40,000 40,000 60,000 60,000 80,000 100,000 100,000 120,000 Output High Heat(BTUH) 475 37,000 37,000 56,000 56,000F, Black F7,000 93,000 93,000 112,000 Certified Temperature Rise Range °F (°C 1195 High Heat 40-70 (22-39 35-6540-70 09-3G(22-39) 975 35-65 (19-36) 35 65 (19-36)) Blue 2-5 3701 980 9851 980 955 925 880 835 780 695 40 - 70 (22-39) 40 - 7D (22-39) 45-75 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN NVITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM I Ton Test Airflow Delivery Q Various External S 0.1 0.2 0.3 0-4 0.5 0.6' 0.7 0.8 ssures 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 $80 815 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2-0 385 910 880 845 810 770 725 675 600 535 475 Red 11.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2-5 3701 980 9851 980 955 925 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1.5 430 750 730 705 680 645 605 555 040-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 880 795 Yellow 2-5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435 98D 955 935 905 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black 4-0 376 160D 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1339--1330 1320 1285 1225 1155 1085 1000 Blue 3-0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 2.5 394 1030 1025 1030 1010 0195mg,' 08016 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 12051 1185 1165 11501 1100 1055 10001 935 870 Blue 2.5 384 1035 1020 1005 9851 960 930 895 845 795 735 Red 2.0 380 850 825 805 7851 760 725 6951 655 600 545 BOTTOM or TWO-SI;JES 4.5 Black 5.0 377 2225 2160115551 0 1980 1885 1790 1 1575 1460 1345 08020 Yellow 4-0 386 169D 16650 1595 1545 1485 141 1330 1235 1135 Orange 3.5 397 1485 14705 1430 1390 1340 12 1205 1120 g 1035 Bkre Red Black 2.5 2-0 4.0 426 433 373 1120 1715 11100 16600 1090 1555 1065 1490 1035 1420 1 1150 1065 10016 SIDE/BOTTOM Yellow 3.5 379 1535 14805 1380 1325 1260 1180 1095 1010 Blue Red Black 3.0 2.0 5.0 367 445 394 1300 1110 2270 12555 10555 22050 116fl 2055 1100 NAME 1970 1035 1880 ME 1780 M 1670 1555 1425 10020 BOTTOM or TWO -SIDES 4,5 Yellow 5.0 367 2090 20400 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 18155 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 15500 1515 1475 1420 1355 1280 1190 1100 12020 BOTTOM or TWO -SIDES 4.5 Black 5-0 410 2385 23100 2150 2050 1920 17'80 1650 1540 1415 Yellow 5.0 369 2130 20700 1940 1645 1740 1630 1525 1420 1305 Blare 4.0 416 1875 18405 1735 1665 1580 1495 1410 1310 1205 Red 3.5 414 1610 15855 1515 14501 13951 13251 12501i.am NOTE 1. A filter is required for eachreturn-air inlet. Airflow performance includes a 3J4 -.in. (19 mm) washable filter media such as contained in a factory -author- ized accessary filter rack. See accessory list. To determine airflow performance without this filter, accume an additional 0.1 in. W.C. available external static pressure. 2. ADJUSTTHE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIF 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 -nide return, or bottom and side return- A minimum filter ace of 20" x 25" (508 x 93'.5 mm) is required. 5. For upflow applications, air entering from one side into both the side of the furnace and a return air base taunts an a side and bottom return. 9. All airflows that are shown in BOLD exceed 0.58waft per CFM atthe given external static pressure. Evaporator Coil Static Pressure PERFOR-NN DATA (conn COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1800 1 900 1 1000 1 1100 1 1200 1 1300 111400 1 1500 1 1600 1 1700 1 1800 1900 2000 2100 2100 Dry 1814 0.078 10.114 10.156 10.198 10.2531 1 1 1 1 Wet 0.096 0.138 10.193 10.213 10.277 Dry 2414 0.070 10.103 10.143 10.192 10.22.3 10-290 1 0554 1 1 I Wet 0.099 10.128 10.171 10.214 10.269 1 0.336 1 0A10 1 --T ---- T ----T Dry 2417 0.048 10.068 10M0 10.112 10.140 0.170 1 0.203 Wet 0.064 10.091 10.122 10.150 10.188 10.224 10263 1 1 1 1 Dry 3014 0.065 10.097 10.135 10.173 10.223 10.278 1 OMS 0.405 10.478 1 I Wet 0.078 0.11410.160 10.206 10.260 10.321 1 0.388 10.461 1 0.540 1 1 Dry 3017 0.042 16.060 10.080 10-102 10.128 1 0.157!�7 I 0.189 0.222 1 3.259 1 I --F- Wel 0.055 10.076 0.104 10.127 10.158 1 0.190 10225 10.266 10.309 1 1 1 Dry 3617 0.043 1 0L61 10.082 10.103 10.128 10-157 10.169 0221 4.259 10,299 10.341 13617 Wet 0.056 10.079 10.107 10.133 10.166 10200 1 0236 10276 1 0.315 10-361 10.413F Dry 3621 0.035 10,048 1 0.062 10.076 10.093 10,111 10-132 1 0.153 0.177 0201 10.228 1 1 1 1 Wet 0.049 0M6 10.085 10.100 10.122 10-144 10.171 10.192 10.217 16-24-5 j0.27; I D-i� 4221 0.030 10-041 10-054 10-066 O.D22 10-099 10-118 10.13710.158 10.180 0 205 231 0.259 14221 Wffl--� 0.043 10.059 10,078 10.101 10.126 10-153 10.181 10207 10.234 10.260 10.288 10.319 10.354 1 1 1 1 Dry 4821 1 10.047 1 0.060 10.075 10-092 10-110 10.130 TO 1-52 10.176 10204 10-230 10.256 10,284 10.318 T4821 'Net 1 0L53 10.067 1 O.D85 I 6.104 10-125 10.147 10.172 10200 10.228 10.259 1 0.292 10.327 10.365 1 1 1 1 Dry 4824 10.015 10.046 10.057 10.069 1 0.094 10.019 0.' 19 0,124 10.140 10.158 10-175 10.195 10.214 1 1 Wet 10.032 1 0.050 10.066 10-061 10-097 10-114T0.13-1 0A50 10.169 10.190 1 0.211 1 D.233 10.257 1 1 1 1 --T-- - Dry 6024 1 T 10.062 10073 10-094 10.097 0.111 0.126 10.138 10.154 10172 10.190 0.210 =228 10251 10.273 10293 16024 Wei 10.082 10-096 1 0.112 10.129: 10.145 10.163 10.171 10.191 10-212 10.235 10.258 rO -283 1 0.310 0.336 10.366 Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING Al 75(23-9) 55(29.4) 95 (35) CFM - EWB -F CO) 72 Capacity M Btu 11 Total Senst 40-22 21.00 Total System KW- Capacity MBIuh Total Sensf Total system KW'* CA13MA036****G 2.72 Capacity MBtuti Total I 5!�en�st j Otitdoor Section 36.66 19.65 Total System KW** witn oAp**4, 3.07 67(19.4) 36.e1 25.73 2.51 35-00 25.05 2.70 33.29 24,35 3.04 1050 63 (17-2)tt 34.02 24-88 2A9 3250 24.20 2.74 30,89 23.49 3.02 152(15.7) 33.42 30,44 2,49 31.97 29.75 2.74 30-45 2901 3-02 57(13.9) 32.55 32.55 2.48 31.38 31.38 2.73 30,12 30.12 3.02 72 (22.2) 40.90 21-97 2.60 39.11 21.31 2.85 37.20 20,61 3,13 67(19.4) 37.25 27.30 2.57 35.57 26.61 2.82 33.80 25-90 310 1200 83 17.2W 34.63 28.30 2.55 33:04 25.68 2.80 31-38 24.94 3:08 62(10.7) 34.1:9 32-60 2.55 32.73 31.85 2.80 31.24 31,24 3.08 57(13.9) 33.87 33-87 2.55 32.61 32.61 2.80 31.27 31.27 3.08 72(229.2) 41.40 22.89 2.65 39.55 22.22 2.91 37.60 21.52 319 87 (1 9A) 37.72 28.79 2.63 36.00 28.11 2.88 34-19 27.39 316 1350 63 (17.2)tt 35.09 27.77 2.61 33.47 27.07 2.86 31.76 26.34 3�14 82(16.7) 34.90 34.90 211 33.63 33.63 2.86 32.22 32.22 3.15 57(13.9) 34.96 34-96 2:61 33,64 , 33.84 2.815 32-23 3223 3,15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 26,660 BTUs 26,660/29,490 = .90 or 10% over Note: the CA13NA030 (2.5 Ton) has a Usable Capacity 24,293 BTUs AHRI Used Item I Value Standard Air Conditioner Model Number (Combined) CAI 3NA036—C+CNPV*4221AL'+TDR Outdoor Model Number CAI 3NA036'—C Indoor Model Number CFJPV'4221ALI+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 34010 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 - SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed! 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395682 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Rhvae - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC NRemington Homes -Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Pae 1. Project Report General Project information Project Title: Remington Homes - Quail Ridge - 5245 Pierson Ct Designed By: McKennon Piil =%°" uNiTv riEVELoP4EN-'v Project Date: Thursday, October 26, 2017 Client Name: Remington Homes APPROVED Client Address: 9468 W. 58th Avenue Reviewed for Code Compliance Client City: Arvada, Cc 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 PlansEorniffer Date Company Phone: (303)688-4487 Vaiditvdoermit The issuance ofo permit w opprovolo/plan specifYcobom Company Fax: 303-688-1811 and computations shall not be a permit for, won Opprovol of, any violation to Company E-Mail Address: mpiil@smithandwillis.com any of the provisions ofthebuilding code Or ofany City orduronces.Permits Design Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 5344 ft. Altitude Factor: 0.821 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 Fi ures Total Building Supply CFM: 1,308 CFM Per Square ft.: 0.322 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,010 Volume (ft3) of Cond. Space: 35,163 By-I Total lHeating Required Including Ventilation Air: 48,854 Btuh 48.854 MBH Total Sensible Gain: 26,660 Btuh 100 % Total Latent Gain: -2,397 Btuh 0 % Total Cooling Required Including Ventilation Air: 26,660 Btuh 2.22 Tons (Based On Sensible + Latent) [dotes ^� Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains j 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: 0.280 AC/hr 0.250 AC/hr 122 CFM 109 CFM Infiltration Actual: 0.325 AC/hr 0.300 AC/hr Above Grade Volume: X 26,129 Cu.ft. X 26.129 Cu.ft. 8,493 Cu.ft./hr 7,832 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 142 CFM 131 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 (109 CFM) Summer Infiltration Specified: 0.250 AC/hr (109 CFM) M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 3 Load Preview Report Netft.z Sen Lat Net Sen Hts tggI Sys CCFM Act Scope Duct Ton /Ton Area Gain Gain Gain Loss CFM Size Building 222 2,010 4,064 26,660 -2,397 26,660 48,854 872 1,308 1,308 System 1 222 2,010 4,064 26,660 -2,397 26,660 48,854 872 1,308 1,308 21x20 Humidification 4,141 Zone 1 4,064 26,660 -2,397 26,660 44,713 872 1.308 1,308 1 6x1 6 1 -Basement 1,134 1,711 -103 1,711 6,997 136 84 136 5,55 2 -Crawl Space 175 63 -43 63 1,158 23 3 P3 Not MDD: 1--4 3 -Study 142 1,954 -262 1,954 2,769 54 96 96 6,6 4-Pwdr 33 0 0 0 0 0 0 0 0-0 5-Mudroom 156 2,084 -351 2,084 3,579 70 102 102 8 6-Dining/Kitchen 491 4,434 -502 4,434 5,425 106 218 218 7,7,7 7 -Great Room 316 5,412 -408 5,412 7,181 140 266 266 7,7,7 8 -Foyer 171 933 -198 933 2,301 45 46 46 6 9 -Bedroom 3 177 1,762 8 1,770 2,757 54 86 86 6,6 10 -Bath 3 73 351 -70 351 886 17 17 17 4 11-Mstr Bath 128 846 -142 846 1,606 31 41 41 6 12 -WC 19 358 -42 358 484 9 18 18 4 13 -WIC 112 191 -42 191 536 10 9 10 4 14-Mstr Bedroom 295 2,530 5 2,535 2,815 55 124 124 7,7 15-Bedroom2 177 1,733 43 1,776 2,374 46 85 85 6,6 16 -Laundry 59 58 0 58 81 2 3 3 Not MDD: 1--4 17 -1 -oft 406 2,239 -290 2,239 3,764 73 110 110 6,6 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 51 Pacle 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Runout 0.0003 6 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss1100 SPL. Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -200, Supplies: Loft, Fitting: 2-I, Effective Length: 53.8 Runout 0.0003 6 280 Up: ST -320 55 4.7 0.025 Rnd 24.5 6.6 29.3 Presize 55 38.5 0.431 ---Duct Name: SR -210, Supplies: Loft, Fitting: 2-I, Effective Length: 52.2 Runout 0.0003 6 280 Up: ST -210 55 4.7 0.025 Rnd 29.0 6.6 23.1 Presize 55 45.6 0.431 ---Duct Name: SR -220, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 44.8 Runout 0.0003 6 219 Up: ST -110 55 4.7 0.016 Rnd 23.0 6.6 21.8 Presize 43 36.1 0.438 ---Duct Name: SR -230, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 41.9 Runout 0.0003 6 219 Up: ST -360 55 4.7 0.016 Rnd 23.0 6.6 18.9 Presize 43 36.1 0.438 ---Duct Name: SR -240, Supplies: Mstr Bedroom, Fitting: 2-I, Effective Length: 46.4 Runout 0.0003 7 232 Up: ST -260 55 5.4 0.015 Rnd 19.5 7.7 26.9 Presize 62 35.7 0.437 ---Duct Name: SR -250, Supplies: Mstr Bedroom, Fitting: 2-1, Effective Length: 42.8 Runout 0.0003 7 232 Up: ST -200 55 5.4 0.015 Rnd 19.5 7.7 23.3 Presize 62 35.7 0.438 ---Duct Name: SR -260, Supplies: WC, Fitting: 2-I, Effective Length: 27.9 Runout 0.0003 4 206 Up: ST -180 55 3.1 0.025 Rnd 11.7 4.4 16.2 Presize 18 12.2 0.437 ---Duct Name: SR -270, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 25.2 Runout 0.0003 6 209 Up: ST -340 55 4.7 0.015 Rnd 6.5 6.6 18.7 Presize 41 10.2 0.440 ---Duct Name: SR -280, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout 0.0003 6 219 Up: ST -370 55 4.7 0.016 Rnd 17.0 6.6 21.8 Presize 43 26.7 0.437 0.006 0.007 0.014 0.369 0.007 0.006 0.013 0.369 0.004 0.004 0.007 0.362 0.004 0.003 0.007 0.362 0.003 0.004 0.007 0.363 0.003 0.003 0.006 0.362 0.003 0.004 0.007 0.363 0.001 0.003 0.004 0.360 0.003 0.004 0.006 0.363 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVACLoads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes Quail Ridge - 5245 Pierson Ct Manual D Ductsize Data - Duct System 1 - Supply (contbq ---Duct Name, etc. Runout 0.0003 6 219 Type Roughness Diameter Velocity SPL.Ducl Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Toi Sizing CFM Area SP.Aval SPL.Cumul ---Duct Name: SR -290, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 38.8 Runout 0.0003 6 219 0.003 Up: ST -150 55 4.7 0.016 0.004 Rnd 17.0 6.6 21.8 0.006 Presize 43 26.7 0.437 0.363 ---Duct Name: SR -300, Supplies: Bath 3, Fitting: 2-I, Effective Length: 32.5 Runout 0.0003 4 195 0.003 Up: ST -380 55 3.1 0.022 0.004 Rnd 15.7 4.4 16.8 0.007 Presize 17 16.4 0.436 0.364 ---Duct Name: SR -340, Supplies: WIC, Effective Length: 4.0 Runout 0.0003 4 115 0.000 Up: ST -250 132 3.1 0.008 0.000 Rnd 4.0 4.4 0.0 0.000 Presize 10 4.2 0.443 0.357 ---Duct Name: SR -100, Supplies: Mudroom, Fitting: 2-I, Effective Length: 38.6 Runout 0.0003 8 292 0.000 Up: ST -170 55 6.2 0.019 0.007 Rnd 0.5 8.7 38.1 0.007 Presize 102 1 0.436 0.364 ---Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 42.1 Runout 0.0003 7 273 0.004 Up: ST -190 55 5.4 0.020 0.005 Rnd 17.8 7.7 24.2 0.008 Presize 73 32.7 0.436 0.364 ---Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 44.7 Runout 0.0003 7 273 0.004 Up: ST -240 55 5.4 0.020 0.005 Rnd 20.5 7.7 24.2 0.009 Presize 73 37.6 0.435 0.365 ---Duct Name: SR -130, Supplies: Dining/Kitchen, Effective Length: 20.5 Runout 0.0003 7 273 0.004 Up: ST -200 55 5.4 0.020 0.000 Rnd 20.5 7.7 0.0 0.004 Presize 73 37.6 0.440 0.360 ---Duct Name: SR -140, Supplies: Great Room, Fitting: 2-I, Effective Length: 48.6 Runout 0.0003 7 333 0.004 Up: ST -300 55 5.4 0.028 0.009 Rnd 15.5 7.7 33.1 0.014 Presize 89 28.4 0.431 0.369 ---Duct Name: SR -150, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.8 Runout 0.0003 7 333 0.004 Up: ST -350 55 5.4 0.028 0.007 Rnd 15.5 7.7 25.3 0.011 Presize 89 28.4 0.433 0.367 MA ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM nnvac- nVNIUVIUM a Li Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5245 Pierson Ct' Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Type Roughness Diameter Velocity SPLDuct Upstream Temperature Width Loss1100 SPLFit Shape Length Height Fit.Eq.Len SPL.Tot ---Duct Name: SR -160, Supplies: Great Room, Fitting: 2-I, Effective Length: 40.8 Runout 0.0003 7 333 0.004 Up: ST -310 55 5.4 0.028 0.007 Rnd 15.5 7.7 25.3 0.011 Presize 89 28.4 0.433 0.367 ---Duct Name: SR -170, Supplies: Foyer, Fitting: 2-I, Effective Length: 32.5 ---Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Runout 0.0003 6 234 0.002 Up: ST -230 55 4.7 0.018 0.004 Rnd 13.3 6.6 19.2 0.006 Presize 46 20.9 0.439 0.361 ---Duct Name: SR -180, Supplies: Study, Fitting: 2-I, Effective Length: 46.1 Runout 0.0003 6 Up: ST -270 55 4.7 Rnd 26.7 6.6 Presize 48 41.9 ---Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Effective Length: 51.1 Runout 0.0003 6 Up: ST -330 55 4.7 Rnd 31.7 6.6 Presize 48 49.7 ---Duct Name: ST -380, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 0.8 10 Presize 292 4.2 ---Duct Name: ST -340, Feeds Into: Basement, Effective Length: 1.8 Trunk 0.0003 12.9 Up: ST -370 55 14 Rect 1.8 10 Presize 41 7.3 ---Duct Name: ST -330, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 Up: ST -270 55 14 Rect 1.2 10 Presize 453 4.7 ---Duct Name: ST -320, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: ST -330 55 20 Rect 1.2 10 Presize 405 5.8 ---Duct Name: ST -310, Feeds Into: Basement, Effective Length: 4.3 Trunk 0.0003 15.2 Up: ST -210 55 20 Rect 4.3 10 Presize 206 21.7 245 0.020 19.4 0.436 245 0.020 19.4 0.434 210 0.006 0.0 0.444 42 0.000 0.0 0.443 466 0.027 0.0 0.445 292 0.010 0.0 0.444 148 0.003 0.0 0.444 0.005 0.004 0.009 0.364 0.006 0.004 0.010 0.366 0.000 0.000 0.000 0.356 0.000 0.000 0.000 0.357 0.000 0.000 0.000 0.355 0.000 0.000 0.000 0.356 0.000 0.000 0.000 0.356 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 M Page 7 Manual D Ductsize Data - Duct System 1 - Supply (contbq ---Duct Name, etc. Trunk 0.0003 15.2 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: ST -300, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 15.2 Up: ST -320 55 20 Rect 0.5 10 Presize 350 2.5 ---Duct Name: ST -290, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -310 55 14 Rect 1.7 10 Presize 117 6.7 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 15.2 Up: ST -230 55 20 Rect 1.2 10 Presize 501 5.8 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 2.7 Trunk 0.0003 16.9 Up: ST -240 55 25 Rect 2.7 10 Presize 436 15.6 ---Duct Name: ST -250, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 15.2 Up: ST -190 55 20 Rect 1.7 10 Presize 301 8.3 ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 7.2 Trunk 0.0003 18.6 Up: ST -200 55 25 Rect 7.2 12 Presize 509 44.2 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 3.2 Trunk 0.0003 18.6 Up: ST -110 55 25 Rect 3.2 12 Presize 547 19.5 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 15.2 Up: ST -300 55 20 Rect 0.8 10 Presize 261 4.2 ---Duct Name: ST -200, Feeds Into: Basement, Effective Length: 4.7 Trunk 0.0003 18.6 Up: ST -360 55 25 Rect 4.7 12 Presize 644 28.8 252 0.000 0.008 0.000 0.0 0.000 0.444 0.356 120 0.000 0.002 0.000 0.0 0.000 0.444 0.356 361 0.000 0.014 0.000 0.0 0.000 0.445 0.355 251 0.000 0.007 0.000 0.0 0.000 0.444 0.356 217 0.000 0.006 0.000 0.0 0.000 0.444 0.356 244 0.000 0.006 0.000 0.0 0.000 0.444 0.356 263 0.000 0.006 0.000 0.0 0.000 0.445 0.355 188 0.000 0.005 0.000 0.0 0.000 0.444 0.356 309 0.000 0.009 0.000 0.0 0.000 0.444 0.356 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 1 Remington Homes - Quail Ridge - 5245 Pierson Ct- Manual D Ductsize Data - Duct System 1 - Supply cont'd ---Duct Name, etc. Trunk 0.0003 16.9 215 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.Cumu ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 215 0.000 Up: ST -260 55 25 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 374 6.8 0.444 0.356 ---Duct Name: ST -180, Feeds Into: Basement, Effective Length: 3.3 Trunk 0.0003 15.2 198 0.000 Up: ST -380 55 20 0.005 0.000 Rect 3.3 10 0.0 0.000 Presize 275 16.7 0.444 0.356 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 15.2 185 0.000 Up: ST -180 55 20 0.004 0.000 Rect 0.7 10 0.0 0.000 Presize 257 3.3 0.443 0.357 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 1.3 Trunk 0.0003 15.2 81 0.000 Up: ST -150 55 20 0.001 0.000 Rect 1.3 10 0.0 0.000 Presize 112 6.7 0.443 0.357 ---Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 15.2 112 0.000 Up: ST -170 55 20 0.002 0.000 Rect 0.3 10 0.0 0.000 Presize 155 1.7 0.443 0.357 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 55.8 Trunk 0.0003 22.4 447 0.000 Up: Fan 55 21 0.013 0.007 Rect 0.7 20 55.0 0.277 Presize 1,305 4.8 0.445 0.355 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 18.6 283 0.000 Up: SMT -100 55 25 0.007 0.000 Rect 1.7 12 0.0 0.000 Presize 590 10.3 0.445 0.355 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 3.2 Trunk 0.0003 18.6 343 0.000 Up: SMT -100 55 25 0.010 0.000 Rect 3.2 12 0.0 0.000 Presize 715 19.5 0.445 0.355 ---Duct Name: SR -310, Supplies: Basement, Fitting: 2-I, Effective Length: 36.4 Runout 0.0003 5 330 0.006 Up: ST -290 132 3.9 0.038 0.008 Rnd 15.2 5.5 21.2 0.014 Presize 45 19.9 0.430 0.370 MA ..ARemington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge 5245 Pierson Ct' Littleton, CQ 80125 pa e g Manual D Ductsize Data - Duct System 1 - Supply cont'd I ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot SizingCFM Area SP.Avail SPL.Cumul ---Duct Name: ST-350, Feeds Into: Basement, Effective Length: 2.5 Trunk 0.0003 12.9 92 0.000 Up: ST-290 55 14 0.002 0.000 Rect 2.5 10 0.0 0.000 Presize 89 10 0.444 0.356 ---Duct Name: SR-320, Supplies: Basement, Fitting: 2-I, Effective Length: 44.2 Runout 0.0003 5 330 0.008 Up: ST-120 132 3.9 0.038 0.009 Rnd 20.2 5.5 24.0 0.017 Presize 45 26.4 0.428 0.372 ---Duct Name: ST-360, Feeds Into: Basement, Effective Length: 1.2 Trunk 0.0003 18.6 330 0.000 Up: ST-120 55 25 0.010 0.000 Rect 1.2 12 0.0 0.000 Presize 687 7.2 0.445 0.355 ---Duct Name: SR-330, Supplies: Basement, Fitting: 2-I, Effective Length: 30.4 Runout 0.0003 5 330 0.005 Up: ST-160 132 3.9 0.038 0.007 Rnd 12.0 5.5 18.4 0.012 Presize 45 15.7 0.432 0.368 ---Duct Name: ST-370, Feeds Into: Basement, Effective Length: 5.0 Trunk 0.0003 12.9 86 0.000 Up: ST-160 55 14 0.001 0.000 Rect 5.0 10 0.0 0.000 Presize 84 20 0.443 0.357 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 25 Number of active runouts: 25 Total runout outlet airflow: 1,357 Main trunk airflow: 1,305 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 8 SR-100 Smallest trunk diameter: 12.9 ST-340 Smallest runout diameter: 4 SR-260 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.372 SR-320 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM nnvnc - rseswen'm a Lignt ovmmercial Il VAI. Loans tune sonware ueveiopment, inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton,. CO 80125 Pae 10 Manual D Ductsize Data - Duct System 1 - Supply cony Summary Return loss added to supply: 0.078 Total effective length of return ( ft.): 244.3 Floor RA Total effective length of supply ( ft.): 103.1 SR-320 Overall total effective length ( ft.): 347.4 Floor RA to SR-320 Design overall friction rate per 100 ft.: 0.153 (Available SP x 100 /TEL) System duct surface area (No Scenario): 979.1 Total system duct surface area: 979.1 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge- 5245 Pierson Ct Littleton, CO 80125 -M,----- --- --- Page 11 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. 0.0003 Runout - 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: Hall High, Returns From: Loft, Fitting: 6-F, Effective Length: 19.7 0.0003 Runout 0.0003 7 299 Up: RT -110 75 5.4 0.023 Rnd 3.5 7.7 16.2 Presize 80 6.4 -0.014 ---Duct Name: Bed High, Returns From: Laundry, Fitting: 6-F, Effective Length: 19.7 Runout 0.0003 7 299 Up: RT -140 75 5.4 0.023 Rnd 3.5 7.7 16.2 Presize 80 6.4 -0.014 ---Duct Name: Bed High, Returns From: Laundry, Fitting: 6-F, Effective Length: 19.7 Runout 0.0003 7 299 Up: RT -150 75 5.4 0.023 Rnd 3.5 7.7 16.2 Presize 80 6.4 -0.014 ---Duct Name: Hall High, Returns From: Loft, Fitting: 6-F, Effective Length: 24.0 Runout 0.0003 7 299 Up: RT -120 75 5.4 0.023 Rnd 7.8 7.7 16.2 Presize 80 14.4 -0.013 ---Duct Name: Floor RA, Returns From: Mudroom, Fitting: 6-F, Effective Length: 52.0 0.001 0.004 0.004 0.004 0.001 0.004 0.004 0.004 0.001 0.004 0.004 0.004 0.002 0.004 0.005 0.005 Runout 0.0003 10 490 0.008 Up: RT -140 75 7.8 0.035 0.010 Rnd 23.8 10.9 28.2 0.018 Presize 267 62.4 0.000 0.018 ---Duct Name: Floor RA, Returns From: Great Room, Fitting: 6-F, Effective Length: 50.7 Up: RT -110 Runout 0.0003 10 490 0.008 Up: RT -160 75 7.8 0.035 0.010 Rnd 22.5 10.9 28.2 0.018 Presize 267 58.9 0.000 0.018 ---Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 37.1 Runout 0.0003 12.9 411 Up: RT -160 75 14 0.021 Rect 4.2 10 32.9 Presize 400 16.7 -0.010 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 2.0 Trunk 0.0003 18.6 331 Up: RT -110 75 25 0.009 Rect 2.0 12 0.0 Presize 690 12.3 -0.018 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 5.5 Trunk 0.0003 18.6 205 Up: RT -120 75 25 0.004 Rect 5.5 12 0.0 Presize 427 33.9 -0.018 0.001 0.007 0.008 0.008 0.000 0.000 0.000 0.018 0.000 0.000 0.000 0.077 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, In Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 12 Manual D Ductsize Data -Duct System 1 - Return (contVd ---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 -140, Feeds From: Basement, Effective Length: 1.3 Trunk 0.0003 12.9 357 0.000 Up: RT -150 75 14 0.016 0.000 Rect 1.3 10 0.0 0.000 Presize 347 5.3 -0.018 0.077 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-N, 5-12, Effective Length: 184.3 Trunk 0.0003 18.6 651 0.000 Up: Fan 75 25 0.032 0.059 Rect 0.7 12 183.6 0.059 Presize 1,357 4.4 -0.019 0.078 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 3.0 Trunk 0.0003 18.6 408 0.000 Up: RMT -100 75 25 0.014 0.000 Rect 3.0 12 0.0 0.000 Presize 850 18.5 -0.018 0.018 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 18.6 243 0.000 Up: RMT -100 75 25 0.005 0.000 Rect 1.2 12 0.0 0.000 Presize 507 7.2 -0.019 0.078 ---Duct Name: Ceiling RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 25.9 Runout 0.0003 4 264 0.007 Up: RT -160 75 3.1 0.037 0.003 Rnd 18.2 4.4 7.7 0.010 Presize 23 19 -0.008 0.010 ---Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 22.4 Runout 0.0003 7 299 0.001 Up: RT -110 75 5.4 0.023 0.004 Rnd 6.2 7.7 16.2 0.005 Presize 80 11.3 -0.013 0.005 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 6 Number of active runouts: 9 Total runout outlet airflow: 1,357 Main trunk airflow: 1,357 Largest trunk diameter: 18.6 RT -160 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.9 RT -140 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton CO 80125 E Page 13 Manual D Ductsize Data - Duct System 1 - Return cont'd Summar Smallest runout diameter: 4 Ceiling RA Runout maximum cumulative static pressure loss: 0.018 Floor RA Return loss added to supply: 0.078 Total effective length of return ( ft.): 244.3 Floor RA System duct surface area (No Scenario): 283.5 Total system duct surface area: 283.5 Notes �� Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential `& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 14 Total BuiVing Summar Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 598.8 12,399 0 17,320 17,320 SHGC 0.3 Remington Door: Door -U=0.2 41.8 577 0 209 209 R11 Draped -6: Wall- 307.7 1,126 0 28 28 R11 Draped -8: Wall -Basement, Custom, 1311 Draped 785.7 2,781 0 12 12 R11 Draped -4: Wall -Basement, Custom, R11 Draped 211.1 796 0 33 33 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2837.8 12,728 0 2,637 2,637 cavity, no board insulation, siding finish, wood studs 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 1800.8 2,486 0 1,765 1,765 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 1309 1,807 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 491.4 1,187 0 155 155 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 35,887 0 22,159 22,159 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 142, Summer CFM: 131 8,826 -3,197 2,238 -959 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.29 gal/day : 4,141 0 0 0 AED Excursion: 0 0 143 143 Total Building Load Totals: 48,854 -2,397 26,660 24,263 Cbeck Figures Total Building Supply CFM: 1,308 CFM Per Square ft.: 0.322 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,010 Volume (ft3) of Cond. Space: 35,163 [.Building Loads Total Heating Required Including Ventilation Air: 48,854 Btuh 48.854 MBH Total Sensible Gain: 26,660 Btuh 100 % Total Latent Gain: -2,397 Btuh 0 % Total Cooling Required Including Ventilation Air: 26,660 Btuh 2.22 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Littleton, CO 80125 Remington Homes - Quail Ridge - 5245 Pierson Ct Pae 15 S stem 1 Whole House System Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 598.8 12,399 0 17,320 17,320 SHGC 0.3 Remington Door: Door -U=0.2 41.8 577 0 209 209 R 11 Draped -6: Wall- 307.7 1,126 0 28 28 R11 Draped -8: Wall -Basement, Custom, R11 Draped 785.7 2,781 0 12 12 R11 Draped -4: Wall -Basement, Custom, R11 Draped 211.1 796 0 33 33 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2837.8 12,728 0 2,637 2,637 cavity, no board insulation, siding finish, wood studs 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1800.8 2,486 0 1,765 1,765 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 1309 1,807 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 491.4 1,187 0 155 155 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 35,887 0 22,159 22,159 People: 4 800 920 1,720 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 142, Summer CFM: 131 8,826 -3,197 2,238 -959 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.29 gal/day : 4,141 0 0 0 AED Excursion: 0 0 143 143 System 1 Whole House System Load Totals: 48,854 -2,397 26,660 24,263 Check Figures_ Supply CFM: 1,308 CFM Per Square ft.: 0.322 Square ft. of Room Area: 4,064 Square ft. Per Ton: 2,010 Volume (ft3) of Cond. Space: 35,163 S stem Loads Total Heating Required Including Ventilation Air: 48,854 Btuh 48.854 MBH Total Sensible Gain: 26,660 Btuh 100 % Total Latent Gain: -2,397 Btuh 0 % Total Cooling Required Including Ventilation Air: 26,660 Btuh 2.22 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software' Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 E Pnn,- YR Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type Model: Tradename: Manufacturer Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""C CNPV'4221 AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC toads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 17 Detailed Room Loads - Room 1 - Basement (Average Load Procedure General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 1,133.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,134.0 sq.ft. Supply Air: 136 CFM Ceiling Height: 8.2 ft. Supply Air Changes: 0.9 AC/hr Volume: 9,261.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R11 Draped -6 16 X 8.2 110.7 0.051 3.7 407 0.1 0 11 N -Wall-R11 Draped -8 5 X 8.2 40.8 0.051 3.5 145 0.0 0 1 W -Wall-R11 Draped -8 17.5 X 8.2 143 0.051 3.5 506 0.0 0 2 N -Wall-R11 Draped -8 1.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 W -Wall-R11 Draped -8 1.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 N -Wall-R11 Draped -6 14 X 8.2 94.4 0.051 3.6 344 0.1 0 8 E -Wall-R11 Draped -8 1.5 X 8.2 12.3 0.051 3.5 43 0.0 0 0 N -Wall-R11 Draped -8 9.2 X 8.2 74.9 0.051 3.5 265 0.0 0 1 S -Wall-R11 Draped -8 2 X 8.2 16.3 0.051 3.5 58 0.0 0 0 E -Wall-R11 Draped -8 15.3 X 8.2 125.2 0.051 3.5 444 0.0 0 2 S -Wall-R11 Draped -8 1 X 8.2 8.2 0.051 3.5 29 0.0 0 0 E -Wall-R11 Draped -8 5.5 X 8.2 44.9 0.051 3.5 159 0.0 0 1 S -Wall-R11 Draped -8 4.5 X 8.2 36.8 0.051 3.5 130 0.0 0 1 E -Wall-R11 Draped -8 9.5 X 8.2 77.6 0.051 3.5 275 0.0 0 1 S -Wall-R11 Draped -8 14.2 X 8.2 115.8 0.051 3.5 410 0.0 0 2 W -Wall-R11 Draped -6 15 X 8.2 102.6 0.051 3.7 375 0.1 0 9 S -Wall-R11 Draped -8 8 X 8.2 65.4 0.051 3.5 231 0.0 0 1 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 34.0 0 680 Floor -21A-32 1 X 1133.9 1133.9 0.020 1.4 1,565 0.0 0 0 Subtotals for Structure: 6,714 0 1,630 Infil.: Win.: 4.5, Sum.: 4.2 115 2.461 283 0.626 -103 72 AED Excursion: 9 Room Totals: 6,997 -103 1,711 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson E Ct Littleton CO 80125 Pae 18 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 175.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 175.0 sq.ft. Supply Air: 23 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.5 AC/hr Volume: 904.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 23 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 259 ft./min. Percent of Supply: 0 % Runout Air Velocity: 259 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.057 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item, Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-R11 Draped -4 11.3 X 5.2 58.6 0.051 3.8 221 0.2 0 9 E -Wall-R11 Draped -4 12 X 5.2 62 0.051 3.8 234 0.2 0 10 S -Wall-R11 Draped -4 5 X 5.2 25.9 0.051 3.8 98 0.2 0 4 E -Wall-R11 Draped -4 6.2 X 5.2 31.9 0.051 3.8 120 0.2 0 5 S -Wall-R11 Draped -4 6.3 X 5.2 32.7 0.051 3.8 123 0.2 0 5 Floor -21A-32 1 X 175.1 175.1 0.020 1.4 242 0.0 0 0 Subtotals for Structure: 1,038 0 33 Infil.: Win.: 1.9, Sum.: 1.8 49 2.472 120 0.618 -43 30 AED Excursion: 0 Room Totals: 1,158 -43 63 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC Loads Smith &Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, C0 80125 Pa a 19 Detailed Room Loads - Room 3 - Stud (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 142.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 142.0 sq.ft. Supply Air: 96 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,444.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 11.8 X 10.2 120.3 0.065 4.5 540 0.9 0 112 E -Wall-12F-Osw 12 X 10.2 77 0.065 4.5 346 0.9 0 72 S -Wall-12F-Osw 5 X 10.2 50.8 0.065 4.5 228 0.9 0 47 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 . E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 Subtotals for Structure: 2,047 0 1,761 Infil.: Win.: 11.6, Sum.: 10.7 293 2.462 722 0.624 -262 183 AED Excursion: 10 Room Totals: 2,769 -262 1,954 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC Loads Smith &Willis HVAC LLC Elite Software Development, Remington Homes - Quail Ridge E Inc. - 5245 Pierson Ct Littleton, CO 80125 Page 20 Detailed Room Loads - Room 4 - Pwdr (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.5 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 0 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 0.0 AC/hr Volume: 336.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 0 Actual Winter Vent.: 0 CFM Runout Air: 0 CFM Percent of Supply.: 0 % Runout Duct Size: 0 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 0 ft./min. Percent of Supply: 0 % Runout Air Velocity: 0 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.000 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain Subtotals for Structure: 0 0 0 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 0 0 0 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 21 Detailed Room Loads - Room 5 - Mudroom (Average Load Procedure) _ General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 155.7 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 156.0 sq.ft. Supply Air: 102 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.9 AC/hr Volume: 1,583.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 16 CFM Actual Summer Infil.: 14 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 15 X 10.2 110.6 0.065 4.5 496 0.9 0 103 E -Wall-12F-Osw 9.5 X 10.2 78.8 0.065 4.5 353 0.9 0 73 S -Wall-12F-Osw 14.2 X 10.2 144.1 0.065 4.5 646 0.9 0 134 E -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 W -GIs-Remington shgc-0.3 0%S 12 0.300 20.7 248 34.0 0 408 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 W -GIs-Remington shgc-0.3 0%S 12 0.300 20.7 248 34.0 0 408 Subtotals for Structure: 2,610 0 1,827 Infil.: Win.: 15.5, Sum.: 14.3 393 2.464 969 0.626 -351 246 AED Excursion:11 _ Room Totals: 3,579 -351 2,084 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 22 Detailed Room Loads - Room 6 - Dining/Kitchen (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 491.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 491.0 sq.ft. Supply Air: 218 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.6 AC/hr Volume: 4,994.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 22 CFM Actual Summer Infil.: 21 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 16 X 10.2 108.7 0.065 4.5 488 0.9 0 101 N -Wall-12F-Osw 8 X 10.2 63.4 0.065 4.5 284 0.9 0 59 N -Wall-12F-Osw 4.5 X 10.2 45.8 0.065 4.5 205 0.9 0 43 W -Wall-12F-Osw 5.5 X 10.2 55.9 0.065 4.5 251 0.9 0 52 N -Wall-12F-Osw 1 X 10.2 10.2 0.065 4.5 46 0.9 0 9 W -Wall-12F-Osw 15.3 X 10.2 155.9 0.065 4.5 699 0.9 0 145 S -Wall-12F-Osw 5 X 10.2 30.8 0.065 4.5 138 0.9 0 29 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 34.0 0 612 N -GIs-Remington shgc-0.3 100%S 18 0.300 20.7 373 11.5 0 207 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 18.0 0 361 UP-Ceil-1613-50 16 X 1 16 0.020 1.4 22 1.0 0 16 Subtotals for Structure: 4,039 0 2,858 Infil.: Win.: 22.2, Sum.: 20.5 563 2.463 1,386 0.626 -502 352 AED Excursion: 24 Equipment: _ _ _ _ 0 1,200 Room Totals: 5,425 -502 4,434 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes -Quail Ridge - 5245 Pierson Ct E Littleton, CO 80125 Page 23 Detailed Room Loads - Room 7 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 315.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 316.0 sq.ft. Supply Air: 266 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 5.0 AC/hr Volume: 3,208.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 27 CFM Actual Summer Infil.: 25 CFM Item ` Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 17.5 X 18.2 209.4 0.065 4.5 939 0.9 0 195 N -Wall-12F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 W -Wall-12F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 N -Wall-12F-Osw 14 X 18.2 241.5 0.065 4.5 1,083 0.9 0 224 E -Wall-12F-Osw 1.5 X 18.2 27.4 0.065 4.5 123 0.9 0 25 N -Wall-12F-Osw 1.3 X 18.2 24.3 0.065 4.5 109 0.9 0 23 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 W -GIs-Remington shgc-0.3 0%S 27.5 0.300 20.7 569 34.0 0 935 N -GIs-Remington shgc-0.3 100%S 6 0.300 20.7 124 11.5 0 69 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 11.5 0 46 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 11.5 0 46 UP-Ceil-1613-50 315.6 X 1 315.6 0.020 1.4 436 1.0 0 309 Subtotals for Structure: 5,502 0 4,727 Infil.: Win.: 26.9, Sum.: 24.8 681 2.465 1,679 0.625 -608 426 AED Excursion: 29 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 7,181 -408 5,412 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson E Ct Littleton, CO 80125 Page 24 Detailed Room Loads - Room 8 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 171.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 171.0 sq.ft. Supply Air: 46 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.6 AC/hr Volume: 1,743.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 7.3 X10.2 49.5 0.065 4.5 222 0.9 0 46 E -Wall-12F-Osw 6.2 X 10.2 32.7 0.065 4.5 147 0.9 0 30 S -Wall-12F-Osw 8.3 X 10.2 84.7 0.065 4.5 380 0.9 0 79 E -Door-Remington Door 3 X 8 24 0.200 13.8 331 5.0 0 120 N -GIs-Remington shgc-0.3 100%S 25 0.300 20.7 518 11.5 0 287 E -GIs-Remington shgc-0.3 0%S 6 0.300 20.7 124 34.0 0 204 UP-Ceil-166-50 23.2 X 1 23.2 0.020 1.4 32 1.0 0 23 Subtotals for Structure: 1,754 0 789 Infil.: Win.: 8.8, Sum.: 8.1 222 2.464 547 0.626 -198 139 AED Excursion: 5 Room Totals: I 2,301 -198 933 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5245 Pierson Ct E Littleton, CO 80125 Page 25 Detailed Room Loads - Room 9 - Bedroom 3 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 176.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.ft. Supply Air: 86 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,430.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 12.5 X 8.1 79.8 0.065 4.5 358 0.9 0 74 S -Wall-12F-Osw 14.2 X 8.1 99.5 0.065 4.5 446 0.9 0 92 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0%S 6.2 0.300 20.7 129 34.1 0 213 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-166-50 176.9 X 1 176.9 0.020 1.4 244 1.0 0 173 Floor -20P-30 1 X 176.9 176.9 0.035 2.4 427 0.3 0 56 Subtotals for Structure: 2,226 0 1,388 Infil.: Win.: 8.5, Sum.: 7.9 215 2.464 531 0.626 -192 135 AED Excursion: 9 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,757 8 1,762 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Littleton, CO 80125 ERemington Homes - Quail Ridge - 5245 Pierson Ct Page 26 Detailed Room Loads - Room 10 - Bath 3 _ (Average Load Procedure) General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 73.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 73.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.8 AC/hr Volume: 590.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 6.2 X 8.1 45.9 0.065 4.5 206 0.9 0 43 S -Wall-12F-Osw 3.5 X 8.1 28.3 0.065 4.5 127 0.9 0 26 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 UP-Ceil-1615-50 73 X 1 73 0.020 1.4 101 1.0 0 72 Floor -20P-30 1 X 73 73 0.035 2.4 176 _ 0.3 _ 0 23 Subtotals for Structure: 693 0 300 Infil.: Win.: 3.1, Sum.: 2.8 78 2.470 193 0.627 -70 49 AED Excursion:2 Room Totals: 886 -70 351 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 27 j Detailed Room Loads - Room 11 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 128.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 128.0 sq.ft. Supply Air: 41 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.4 AC/hr Volume: 1,035.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 9.2 X 8.1 66.1 0.065 4.5 296 0.9 0 61 S -Wall-12F-Osw 10.5 X 8.1 72.8 0.065 4.5 327 0.9 0 68 W -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 S -GIs-Remington shgc-0.3 0%S 12 0.300 20.7 248 18.0 0 216 UP-Ceil-16B-50 128.1 X 1 128.1 0.020 1.4 177 1.0 0 125 Subtotals for Structure: 1,214 0 742 Infil.: Win.: 6.3, Sum.: 5.8 159 2.466 392 0.623 -142 99 AED Excursion: 5 Room Totals: 1,606 -142 846 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC loads Elite Software Development, Inc. Smith &Willis HVAC LLC%' Littleton„CO 80125 Remington Homes - Quail Ridge - 5245 Pierson Ct Page 28 Detailed Room Loads - Room 12 - WC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.8 ft. System Number: 1 Room Width: 3.3 ft. Zone Number: 1 Area: 19.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 6.7 AC/hr Volume: 157.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Seng Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 5.8 X 8.1 39.1 0.065 4.5 175 0.9 0 36 W -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-1613-50 19.4 X 1 19.4 0.020 1.4 27 1.0 0 19 Subtotals for Structure: 368 0 327 Infil.: Win.: 1.9, Sum.: 1.7 47 2.463 116 0.616 -42 29 AED Excursion:2 _ Room Totals: 484 -42 358 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 29 Detailed Room Loads - Room 13 - WIC Avera e Load Procedure Genera..l Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 112.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 112.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.7 AC/hr Volume: 908.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gal ra Gain S -Wall-12F-Osw 5.8 X 8.1 47.1 0.065 4.5 211 0.9 0 44 UP-Ceil-166-50 112.3 X 1 112.3 0.020 1.4 155 1.0 0 110 Floor -20P-30 1 X 22.3 22.3 0.035 2.4 54 0.3 0 7 Subtotals for Structure: 420 0 161 Infil.: Win.: 1.9, Sum.: 1.7 47 2.463 116 0.616 -42 29 AED Excursion: 1 Room Totals: 536 -42 191 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson E Ct Littleton CO 00125 Page 30 Detailed Room Loads - Room 14 - Mstr Bedroom (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 294.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 295.0 sq.ft. Supply Air: 124 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.1 AC/hr Volume: 2,381.0 cu.ft. Req. Vent. CIg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 16 X 8.1 84.3 0.065 4.5 378 0.9 0 78 N -Wall-12F-Osw 4 X 8.1 32.3 0.065 4.5 145 0.9 0 30 S -Wall-12F-Osw 7 X 8.1 46.6 0.065 4.5 209 0.9 0 43 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 34.0 0 510 S -GIs-Remington shgc-0.3 0%S 10 0.300 20.7 207 18.0 0 180 UP-Ceii-16B-50 294.5 X 1 294.5 0.020 1.4 406 1.0 0 289 Subtotals for Structure: 2,278 0 2,150 Infil.: Win.: 8.6, Sum.: 7.9 218 2.461 537 0.623 -195 136 AED Excursion: 14 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,815 5 2,530 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Wiilis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson E Ct Littleton,_CO 80125 Page 31 Detailed Room Loads - Room 15 - Bedroom 2 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 176.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 177.0 sq.ft. Supply Air: 85 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,429.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 7 X 8.1 56.6 0.065 4.5 254 0.9 0 53 E -Wall-12F-Osw 12.3 X 8.1 69.6 0.065 4.5 312 0.9 0 65 S -Wall-12F-Osw 2.5 X 8.1 20.2 0.065 4.5 91 0.9 0 19 E -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-1613-50 176.8 X 1 176.8 0.020 1.4 244 1.0 0 173 Floor -20P-30 1 X 172.6 172.6 0.035 2.4 417 0.3 0 54 Subtotals for Structure: 1,939 0 1,384 Infil.: Win.: 7.0, Sum.: 6.4 176 2.466 435 0.624 -157 110 AED Excursion: 9 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,374 43 1,733 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 32 Detailed Room Loads - Room 16 - Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.5 ft. System Number: 1 Room Width: 7.8 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.4 AC/hr Volume: 475.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 3 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 33 ft./min. Percent of Supply: 0 % Runout Air Velocity: 33 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.001 in.wg./100 ft. Actual Summer Infil.: 0 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-1613-50 58.8 X 1 58.8 0.020 1.4 81 1.0 0 58 Subtotals for Structure: 81 0 58 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 AED Excursion:0 _ Room Totals: 81 0 58 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge E - 5245 Pierson Ct Littleton CO 80125 Page 33 Detailed Room Loads - Room 17 - Loft (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 406.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 406.0 sq.ft. Supply Air: 110 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 3,285.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 12 CFM Item Area -U- Htg Sen Cig Lat Sen' Desai tion Quantity Value HTM Loss HTM Gain Gain N -Wall-12F-Osw 19.2 X 8.1 137.4 0.065 4.5 616 0.9 0 128 E -Wall-12F-Osw 12 X 8.1 67 0.065 4.5 300 0.9 0 62 S -Wall-12F-Osw 3.5 X 8.1 28.3 0.065 4.5 127 0.9 0 26 E -Wall-12F-Osw 5.5 X 8.1 40.4 0.065 4.5 181 0.9 0 38 N -GIs-Remington shgc-0.3 100%S 17.5 0.300 20.7 362 11.5 0 201 E -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 34.0 0 1,020 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 34.0 0 136 U P-Ceil-1 613-50 406.4 X 1 406.4 0.020 1.4 561 1.0 0 398 Floor -20P-30 1 X 8.2 8.2 0.035 2.4 20 0.3 0 3 Floor -20P-30 1 X 38.3 _ 38.3 0.035 2.4 93 _ _ 0.3 0 12 Subtotals for Structure: 2,964 0 2,024 Infil.: Win.: 12.8, Sum.: 11.8 325 2.465 800 0.625 -290 203 AED Excursion:12 _ _ Room Totals: 3,764 -290 2,239 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 page 34 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Basement 1,134 6,997 136 5,55 - 1,711 -103 95 136 2 Crawl Space 175 1,158 23 11-4 259 63 -43 4 23 3 Study 142 2,769 54 6,6 - 1,954 -262 108 96 4 Pwdr 33 0 0 10-0 0 0 0 0 0 5 Mudroom 156 3,579 70 8 - 2,084 -351 115 102 6 Dining/Kitchen 491 5,425 106 7,7,7 4,434 -502 245 218 7 Great Room 316 7,181 140 7,7,7 5,412 -408 299 266 8 Foyer 171 2,301 45 6 933 -198 52 46 9 Bedroom 3 177 2,757 54 6,6 1,762 8 98 86 10 Bath 3 73 886 17 4 351 -70 19 17 11 Mstr Bath 128 1,606 31 6 846 -142 47 41 12 WC 19 484 9 4 358 -42 20 18 13 WIC 112 536 10 4 191 -42 11 10 14 Mstr Bedroom 295 2,815 55 7,7 2,530 5 140 124 15 Bedroom 2 177 2,374 46 6,6 1,733 43 96 85 16 Laundry 59 81 2 11-4 33 58 0 3 3 17 Loft 406 3,76473 _ _ _ 6,6 - 2,239 -290 124 _ _ 110 Humidification 4,141 System 1 total 4,064 48,854 872 26,660 -2,397 1,475 1,308 System 1 Main Trunk Size: 21 x20 in. Velocity: 447 ft./min Loss per 100 ft.: 0.013 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling Sys tem Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 2.22 110%/-10% 26,660 -2,397 26,660 Actual: 2.83 100%/0% 34,000 0 34,000 Equipment Data Heating System Coolino Svstem Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036****C Indoor Model: CNPV*4221AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington Homes - Quail Ridge 5245 Pierson Ct Littleton, CO 80125 Pa e 35 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 Individual Rooms 00 450 900 1350 1800 2250 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 Basement 2 Crawl Space 3 Study 4 Pwdr 5 Mudroom 6 Dining/Kitchen 7 Great Room 8 Foyer 9 Bedroom 3 10 Bath 3 11 Mstr Bath 12 WC 13 WIC 14 Mstr Bedroom 15 Bedroom 2 16 Laundry 17 Loft *136 136 136 136 136 136 136 136 5,55 *23 23 23 23 23 23 23 23 1--4 *96 91 77 90 95 77 58 78 6,6 *0 0 0 0 0 0 0 0 0--0 *102 87 71 86 101 96 87 97 8 218 241 *269 239 215 222 242 224 7,7,7 266 235 203 237 *268 263 244 261 7,7,7 46 64 *88 70 53 68 84 62 6 86 95 *104 91 81 84 94 89 6,6 17 17 *18 17 17 17 17 17 4 41 47 54 44 37 45 *56 49 6 *18 15 11 14 17 16 14 16 4 10 10 *12 10 10 10 12 10 4 124 115 105 111 120 121 121 *125 7,7 *85 83 78 82 84 74 65 74 6,6 3 3 *4 3 3 3 4 3 1--4 110 120 *131 124 114 113 115 110 6,6 * Indicates highest CFM of all rotations. Whole Building — Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East *1,308 26,660 *-2,397 2.22 450 Southeast 1,308 25,022 -2,397 2.09 90° South 1,308 20,757 -2,397 1.73 135° Southwest 1,308 25,211 -2,397 2.10 180° West 1,308 *26,764 -2,397 *2.23 225° Northwest 1,308 25,507 -2,397 2.13 270° North 1,308 21,141 -2,397 1.76 315° Northeast 1,308 26,509 -2,397 2.21 * Indicates highest value of all rotations. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 36 Building Rotation Report (cont'd) Building Rotation Tonnage 2.3t.................................................................................................. 2.2}....... 2.1 ................ ... N C O H C 3 2.0t .................... 1.9t ..... I .................. 1.8t ........................... 0 East Southeast South Southwest West Northwest North Northeast Direction Front door Faces --@-- Buildinq Net Tonnaqe M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5245 Pierson Ct Littleton, CO 80125 Page 37 Buildina Rotation Reaort (cont'd) Building Rotation Hourly Net Gain 31,000 ........................................ .................................................. 30,000....... .............. ......................... .............. .................................. 29,000 ........................................................ 28,000...................... ...................... ........... ..... .:. 27,000 ................................................. 26,000 ........................................... r ........ ...... 25,000--................... .. .................... 24,000 ............. ... .... x.... .. s� ............ ...... .. .,..... .. .... AM �.... c 23,000 ......... .. ....................................... I .......... ...... ..... rn22,000 c 'a 21,000 .... ... ..... ......,'........................................................... 20,000 .... ........................................................................... 19,000 .... ......... ......................................................................... 18,000 .............................................................................................. 17,000 .............................................................................................. 16,000 ... ......................................................................................... 15,000--... r ........................................................................................... Vv 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 door faces Southeast —r Front door faces South -�— Front door faces Southwest -— Front door faces West �— Front door faces Northwest ■ Front door faces North — Front door faces Northeast M:\ ...\Remington Ho ... erson Ct.rhv Thursday, October 26, 2017, 2:02 PM MI! MiTek` Re: 7458 GL 745B 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: R48360373 thru R48360448 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. .O y. 2 :Q PE -46766 jlL��yys� ('yf•• City of Wheati COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance Plans Ex iner Date Validity of permit: The issuance alfa Permit a approval of plans specifications and computations shall not be a permit for, or on opproval of, any violation to any of the Provisions of the buib'ng code or of any City ordinances. Permits Presuming to give outhorlty to violate of cancel the provisions of the Building codes or other ordinances of the city shoo not be valid. o September 9,2016 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. - C d E o` U LL f0 � L C m OI HOLD UP B10 HANGER a Truss Connector Total List 1/2" FROM BOTTOM OF a Manuf Product Qty C4 GIRDER d� � a USP HJC26 2 19-2-14 F.F. -t N USP HUS26 10 VAULT UP AT 2112 TO 0-o ° O USP JUS24 13 2ND FLOOR HEIGHT = F- USP JUS26 3 z (� USP MSH29 13 17-2-14 F.F. 0 N d' W SNP3 2 (2) HTW20 d m O0 d USP THDH28-2 1 K ) (1) HTW20 ow H „ O f� O 'O J (n i✓ USP HTW20" 16 K1 0 11 0'. CO O N USP RT7' 300 E CO C) m (1) HTW20 8 O p� z -o 00 1) HTW20 m _ Z ✓ M -� -� 0 0 o , - m aj — (0 i -o -08 3 O J m 0 C4 0) w E n J3 N d J5 ` ` -v _ � U m C O 4- 6-08 0 0 O 0 O O O 0 0 o 0 oOo O O O O O O o 0 0 0 0 0 0 O O 0 0 0 0 d `• j 0 c 4 y 5-06- 1)0 N N N N N 1-118'1� N N N N N N O O O O 00 O ' ^ 3 -O N N N N y y Uj d y U jp O Z N Q Q Q CL O O O Q Q � C In m m m m m O �_ N Ch m co $ m c o � a O m C � v d mi, (D o n>p LJ o �Lo Z J J .,2 0 oo x _ cm "mro c d E. w LL « EyE- U o n L - z W IN d W 0 (2) HTW 0 ��a _ N O J4F (2) HTW20 oN =s~ O -p W Cl) 2) H 20 V1 � -�-+ "O a J E m J 3 0 D 3 Wk. < K3 r�� Y Y 1 Z -o o HTW 20 9 Cl)M m U N (� 1` a V N 6-00-00 -00-0 -00-0 (O Y Y �S Y m m a > ohm 10° K3 H18 Y n HE 4 N co "' J pmo = 2 3 Y Y H17 v v ch „m3 N S5 �o =o =o = 1-10 E m g = i H1 N N o y -o z om Qim goo H (7) - --- - I -- - d= 7 H15 ¢ •�� `BOLL 8 L3(2) �� rn cin — —Fi J yo �Ug Y ` M omE �� �� 7-1-2 F.F. ,N ep ap �G O� / s Em 00 J J 8-7-2 F.F. 9-7-2 F.F. O a 7-1-2 F.F. ;2- s Q� F L Q F J OI OC1 � m � d Job Truss Truss Type Qty Ply 7456 30-6-0 -6-0 32 6-5-8 2-0-8 5-5-2 848360373 745B_GL Al HIP GIRDER 1 2 Plate Offsets (X,Y)-- 14:0-5-0,0-1-121, 15:0-4-0,0-4-81, 17:0-3-8,0-1-81, 18:0-6-12,0-2-81, [10:0-5-0,0-4-121, 111:0-3-8,0-2-01. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:21 2016 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-yS9?Wvrt9G5N77JmE9K4VgIH3s2jzilABd75YRyfiiu V__1940 -0. 6-5-11 8-6-0 13-11-2 19-6-0 25-0-14 30-6-0 32-6-0 -0.0 6-5-8 2-0-8 5-5-2 5-6-14 5-6-14 5-5-2 2-0-0 5x6 11 5x10 = 6x10 = 4.00 12 3x9 II 8x8 = 2x4 II 3x9 = 6x12 2.o0 F12 5x8 = 10x12 MT20HS = 4x12 = 10x10 MT20HS 11 Scale= 1:62.8 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 195OF 1.7E WEBS 2x4 HF Stud *Except* BOT CHORD 4-13,5-12,7-12,8-11: 2x4 SPF 1650F 1.5E, 9-10: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=3390/0-5-8, 10=3756/Mechanical Max Horz 2=111(LC 43) Max Uplift 2=-853(LC 6), 10=-911(LC 7) Max Grav 2=3390(LC 1), 10=4042(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13587/3181, 3-4=-12707/3073, 4-5=-16348/3744, 5-6=-15739/3566, 6-7=-15739/3566, 7-8=-11737/2648, 8-9=-1112/256, 9-10=-457/91 BOT CHORD 2-14=-2999/12710,13-14=-2654/11463, 12-13=-3693/16374, 11-12=-2605/11734, 10-11=-843/3637 WEBS 3-14=-344/1943, 4-14=-424/1975, 4-13=-1121/5225, 5-13=-478/249, 5-12=-941/210, 6-12=-641/188, 7-12=-977/4256, 7-11=-2093/526, 8-11=-1916/8662, 8-10=-3977/942 Structural wood sheathing directly applied or 4-6-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-1 max.): 4-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-7-0 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. 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=145mph (3 -second gust) V(IRC2012)=115mph; 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 ll; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 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 plates are MT20 plates unless otherwise indicated. 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. 12) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �o�PD 0 Lr�F�s VOe .0 0 2. E m; • • Q ��NA1-E September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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" 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 Citrus Heights, CA 95610 13-11-2 19-6-0 25-0-14 30-6-0 -6-0 32 6-5-8 2-0-8 5-5-2 5-6-14 5-6-14 5-5-2 2-0.0 Plate Offsets (X,Y)-- 14:0-5-0,0-1-121, 15:0-4-0,0-4-81, 17:0-3-8,0-1-81, 18:0-6-12,0-2-81, [10:0-5-0,0-4-121, 111:0-3-8,0-2-01. 112:0-6-0,0-6-01 [13:0-3-8,0-2-81, [14:0-6-12,0-7-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.85 Verl(LL) -0.69 12-13 >560 360 MT20 185/144 Lumber DOL 1.15 BC 0.89 Vert(TL) -1.19 12-13 >324 240 MT20HS 139/108 BCDL 10.0 Y Rep Stress Incr NO WB 0.70 Horz(TL) 0.26 10 n/a n/a BCLL BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wmd(LL) 0.43 12-13 >888 240 Weight: 355 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 195OF 1.7E WEBS 2x4 HF Stud *Except* BOT CHORD 4-13,5-12,7-12,8-11: 2x4 SPF 1650F 1.5E, 9-10: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 2=3390/0-5-8, 10=3756/Mechanical Max Horz 2=111(LC 43) Max Uplift 2=-853(LC 6), 10=-911(LC 7) Max Grav 2=3390(LC 1), 10=4042(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13587/3181, 3-4=-12707/3073, 4-5=-16348/3744, 5-6=-15739/3566, 6-7=-15739/3566, 7-8=-11737/2648, 8-9=-1112/256, 9-10=-457/91 BOT CHORD 2-14=-2999/12710,13-14=-2654/11463, 12-13=-3693/16374, 11-12=-2605/11734, 10-11=-843/3637 WEBS 3-14=-344/1943, 4-14=-424/1975, 4-13=-1121/5225, 5-13=-478/249, 5-12=-941/210, 6-12=-641/188, 7-12=-977/4256, 7-11=-2093/526, 8-11=-1916/8662, 8-10=-3977/942 Structural wood sheathing directly applied or 4-6-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-1 max.): 4-8. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-7-0 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. 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=145mph (3 -second gust) V(IRC2012)=115mph; 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 ll; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 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 plates are MT20 plates unless otherwise indicated. 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. 12) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �o�PD 0 Lr�F�s VOe .0 0 2. E m; • • Q ��NA1-E September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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" 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 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 7456 848360373 745B_GL Al HIP GIRDER 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:21 2016 Page 2 ID:?xfMN5C5NX640BpBS IVnD6yB4Fr-yS9? VVvrt9G5N77Jm E9K4VgIH3s2jzilABd75YRyfiiu NOTES - 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=853, 10=911. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 757 Ib down and 202 Ib up at 8-6-12, 281 Ib down and 84 Ib up at 10-6-12, 281 Ib down and 84 Ib up at 12-6-12, 281 Ib down and 84 Ib up at 14-6-12, 281 Ib down and 84 Ib up at 16-6-12, 281 Ib down and 84 Ib up at 18-6-12, 281 Ib down and 84 Ib up at 20-6-12, 281 Ib down and 84 Ib up at 22-6-12, 281 Ib down and 84 Ib up at 24-6-12, 281 Ib down and 84 Ib up at 26-6-12, and 281 Ib down and 84 Ib up at 28-6-12, and 281 Ib down and 84 Ib up at 30-6-12 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: 1-4=-80, 4-8=-80, 8-9=-80, 2-14=-20, 10-14=-20 Concentrated Loads (lb) Vert: 16= -757(B)17= -281(B)18= -281(8)19= -281(B)20= -281(B)21= -281(8)22= -281(8)23= -281(B)24= -281(B)25= -281(8)26=-281(13)27=-281(B) ,& WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Plate Offsets MY)— [4:0-4-12,0-1-121, [7:0-2-12,Edgel, [8:0-5-4,0-1-121 111:0-3-12,0-1-121, f12:0-6-0,0-4-81 [13:0-6-0,0-4-121 7459 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d �Ply� 848360374 7458_GL A2 Roof Special 1 1 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.93 12-13 >413 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:23 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-ugHlxbt7huL5NQT9LaNYa5rfEfn4RYTTexcCcKyfiis 1-0- 6-5-8 10-6- 18-3-0 26-0-0 9-1-8 31-7-8 2-6- -0-0 6-5-8 4-0-8 7-9-0 7-9-0 3-1-8 2-6-0 -10- -4 1 5x10 = 2x4 II 8x8 = 3x5 4.00 (17 6x12 - 2.00 12 Scale = 1:60.5 I I a N I 6-5-818-3-0 29-1-8 32-6-0 6-5-8 11-9-8 10-10-8 3-4-8 Plate Offsets MY)— [4:0-4-12,0-1-121, [7:0-2-12,Edgel, [8:0-5-4,0-1-121 111:0-3-12,0-1-121, f12:0-6-0,0-4-81 [13:0-6-0,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.42 12-13 >915 360 MT20 185/144 TCLL 10.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.93 12-13 >413 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.22 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.30 12-13 >999 240 Weight: 164 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E 'Except' except end verticals, and 2-0-0 oc purlins (3-5-8 rri 4-6, 7-8. 2-13: 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. WEBS 2x4 HF Stud `Except` 4-12,6-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 2=1706/0-5-8, 10=1604/Mechanical Max Horz 2=103(LC 7) Max Uplift 2=-397(LC 6), 10=-324(LC 7) Max Grav 2=1729(LC 32), 10=1730(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5803/1094, 3-4=-5515/1145, 4-5=-5423/987, 5-6=-5423/987, 6-7=-2897/501, 7-8=-2862/476 BOT CHORD 2-13=-1044/5360,12-13=-855/4272, 11-12=-650/3349, 10-11=-172/836 WEBS 3-13=-36/500, 4-13=-228/1814, 4-12=-125/1221, 5-12=-927/280, 6-12=-357/2203, 6-11=-748/261, 7-11=-756/180, 8-11=-394/2435, 8-10=-1877/330 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 Lle non -concurrent with other live loads. O�Pp 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �\ 0 PH •- •t%. V R2 ' • 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q 9 ; will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 66 ° ' 9) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify ry capacity of bearing surface. Q e 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=397,10=324. �� 'e•••a 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. •e•' \ F '••e • ss/ONAI September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Qty Ply 745B I/deft L/d PLATES GRIP TCLL 30.0 848360375 745B_GL A3 Hip 1 1 360 MT20 185/144 (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. Thu Sep 0811:20:24 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-M1 r79xlISBTy_al Lviun7JNge35bAGbctbMm8myfiir 6-5-8 12-6-0 I 18-3-0 24-0-0 I 32-6-0 1-0.0 6-5-8 6-0-8 5-9-0 5-9-0 8-6-0 5x8 = 3x4 = 5x6 = 6x12 Scale = 1:59.5 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) -0.32 10-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.82 Vert(TL) -0.67 9-10 >5112 240 MT20HS 139/108 BCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.23 B n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012frPI2007 Matrix -R Wnd(LL) 0.24 10-11 >999 240 Weight: 163 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E *Except* 2-11: 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud BOT CHORD SLIDER Right 2x6 SPF 165OF 1.5E 4-4-12 WEBS REACTIONS. (Ib/size) 8=1612/Mechanical, 2=1714/0-5-8 Max Horz 2=101(LC 10) Max Uplift 8=-311(LC 7), 2=-393(LC 6) Max Grav 8=1637(LC 27), 2=1837(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5850/1148, 3-4=-3931/786, 4-5=-3675/781, 5-6=-2922/619, 6-8=-3303/612 BOT CHORD 2-11=-1096/5376,10-11=-1066/5225.9-10=-728/3811,8-9=-462/2947 WEBS 3-11=-105/852,3-10=-1806/414, 4-10=-36/693,5-10=-391/348,5-9=-1184/316, 6-9=-23/754 Structural wood sheathing directly applied or 3-3-14 oc purlins, except 2-0-0 oc purlins (4-6-15 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-7-14 oc bracing: 10-11. 1 Row at midpt 3-10,5-9 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=311, 2=393. 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �O6�,PDO tIC "N" 5 ,.••...••,,tis 0 Of 2. 6Ma• • •Q o�FSS� INAL September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I.7473 rev. 10/072015 BEFORE USE. Design valid for use only with MTeM 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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 LUMBER- BRACING - DOL=1.33 TOP CHORD 848360376 7456_GL A4 Hip 1 1 2-0-0 oc pudins (4-6-13 max.): 4-5. 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 2-11: 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:25 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-qDP WMHuNDVbpckcXT?POg WwzCTQgvVgm6F5JhCyfiiq s�0_-0 6-5-86-5-8 14-6-0 22-0-0 F 27-1-4 32-6-0 1-0-0 8-0-8 7-6-0 5-1-4 5-4-12 6x10 = 5x10 = 6x12 2.00 12 8x8 = Scale= 1:59.5 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 IRC20121TP12007 CSI. TC 0.77 BC 0.88 WB 0.74 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (foe) I/deft L/d -0.41 10-11 >948 360 -0.76 10-11 >509 240 0.25 8 n/a n/a 0.25 10-11 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 164 Ib FT = 20 LUMBER- BRACING - DOL=1.33 TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-2-3 oc purlins, except BOT CHORD 2x6 SPF 165OF 1.5E *Except* 2-0-0 oc pudins (4-6-13 max.): 4-5. 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 2-11: 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* P9 QQ+ ••�•�•• 8-8-3 oc bracing: 10-11. 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. 3-10.5-10: 2x4 SPF No.2 WEBS 1 Row at midpt 3-10 SLIDER Right 2x6 SPF 165OF 1.5E 2-9-12 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 REACTIONS. (Ib/size) 8=1612/Mechanical, 2=1714/0-5-8 Z 9) Refer to girder(s) for truss to truss connections. Max Horz 2=112(LC 10) 6766 m 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Max Uplift 8=-301 (LC 7), 2=-385(LC 6) capacity of bearing surface. Max Grav 8=1797(LC 27), 2=1909(LC 27) : '••••' - : 14, FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. F '0000•••' �� TOP CHORD 2-3=-6473/1118, 3-4=-3702/701, 4-5=-3385/716, 5-6=-3132/571, 6-8=-3477/623 G\ BOT CHORD 2-11=-1078/5989, 10-11=-1054/5819, 9-10=-441/2859, 8-9=-488/3045 WEBS 3-11=-65/986, 3-10=-2466/497, 4-10=0/458, 5-10=-167/823, 5-9=-23/276, 6-9=-217/337 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. O LIC 5) Provide adequate drainage to prevent water ponding. P9 QQ+ ••�•�•• F'ys 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. sJ\�• P CO HE •�F R2 •.0 ' • 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 �y ; will fit between the bottom chord and any other members. Z 9) Refer to girder(s) for truss to truss connections. 6766 m 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=301, 2=385. : '••••' - : 14, 12) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. F '0000•••' �� pudin purlin /ON G\ September 9,2016 AWARNING • Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply 7458 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848360377 745B—GL A5 Hip 1 1 Vert(TL) -0.76 12-13 >509 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.24 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:26 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-JPzuadvO_pjgEuBjl iwFCkT8PlmWeyovKvrsDfyfiip 1-0- 6-5-8 11-5-1 1 -6-0 20-0-0 26-1- 32-6-0 3-6- 1-0-0 6-5-8 5-0-4 5-0-4 3-6-0 6-1-4 6-4-12 -0-0 Scale = 1:59.4 Cs u5 5x6 = 5x10 = 6x12 2.00 F12 3x9 = 8x8 = 6-5-8 B-7-0 8-7-0 8-10-8 Plate Offsets (X,Y}- 16:0-5-0,0-1-121, [9:0-7-11,0-1-101, [11:0-4-0,0-4-81, 113:0-5-0,0-5-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.42 12-13 >929 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.76 12-13 >509 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.23 12-13 >999 240 Weight: 170 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E *Except* except 2-13: 2x8 SPF 1950F 1.7E 2-0-0 oc purlins (4-8-13 max.): 5-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x6 SPF 1650F 1.5E 3-4-5 REACTIONS. (Ib/size) 2=1713/0-5-8,9=1693/0-5-8 Max Horz 2=130(LC 10) Max Uplift 2=-375(LC 6), 9=-345(LC 7) Max Grav 2=1980(LC 27), 9=2035(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2 -3= -6771/1044,3 -4=-6544/1118,4-5=-3785/629,5-6=-3223/607,6-7=-3475/541, 7-9=-3884/595 BOT CHORD 2-13=-1020/6261,12-13=-720/4499,11-12=-393/3011,9-11=-482/3423 WEBS 4-13=-351/1994, 4-12=-1298/325, 5-12=-72/931, 6-12=-149/568, 6-11=-44/479, 7-11=-345/202 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 ID LI�F� non -concurrent with other live loads, NU 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. ••••••••••••• s VOA •� P• NFi42 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �FQ • Q 9 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U will fit between the bottom chord and any other members. 766 9) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify N capacity of bearing surface. 10) Provide connection others) of truss to bearing 100 Ib e e : 0 CV mechanical (by plate capable of withstanding uplift at joint(s) except (jt=1b) 2=375, 9=345. 0, 'e• ••' `� 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. F ••••e•••• �\ sS�ONMt ti" September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 CrHerla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848360378 7458_GL A6 Roof Special 1 1 MT20 185/144 (Roof Snow= Lumber DOL 1.15 BC 0.64 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:27 2016 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-nbXGnzwel6rXr2mwaQRUlx?LAG8_NQw32ZaQ l5yfiio r1 -0-q 6-5-8 12-4-4 18-3-0 25-2-12 32-6-0 33-6-0 �1-0-0 6-5-8 5-10-12 5-10-12 6-11-12 7-3-4 1-0-0 6x6 = 4.00 12 Scale = 1:57.1 5x10 = 4x6 = 8x8 = 2.00 F12 Ic� 1O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.33 11-12 >999 360 MT20 185/144 (Roof Snow= Lumber DOL 1.15 BC 0.64 Vert(TL) -0.70 11-12 >557 240 TCDL 10.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.21 8 n/a n/a BOLL 0.0 ' Iar.nl inn Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.24 11-12 >999 240 Weight: 167 Ib FT = 20% LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E 'Except' 2-12: 2x8 SPF 195OF 1.7E WEBS 2x4 HF Stud *Except` 5-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5E 3-9-15 REACTIONS. (Ib/size) 2=1713/0-5-8,8=1693/0-5-8 Max Horz 2=141(LC 10) Max Uplift 2=-365(LC 6), 8=-333(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5675/1010, 3-4=-5486/1090, 4-5=-3213/608, 5-6=-2961/547, 6-8=-3249/561 BOT CHORD 2-12=-996/5239, 11-12=-647/3581, 10-11=-343/2414, 8-10=-446/2883 WEBS 4-12=-404/1844, 4-11=-1074/333, 5-11=-190/1237, 5-10=-130/690, 6-10=-425/230 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=365, 8=333. 6�,NU O Qc:F` H�C9•. �Fp 2' -'N • �-466M 'a ••: ��� FSS�01V September 9,2016 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based onty 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 25-2-12 2x4 HF Stud `Except` 32-6-0 1-10-12 1-4-8 848360379 7456_GL A7 ROOF SPECIAL GIRDER 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:28 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-Fo4e_JxGWQzNTCL687zjH9YaBgU16uPCoDKzHXyfiin 0-10-12 3-4 5-2-8 124-4 18-3-0 25-2- 32-6-0 5-10-11-10-12 3 1-4 4 2 5-10-12 -12 7-3-4 Scale = 1:55.8 5x6 = 1 2x4 I 2.00 F12 1-10-12 3-3-4 6-5-8 12-4-4 18-3-0 BOT CHORD 2x8 SPF 1950F 1.7E 25-2-12 2x4 HF Stud `Except` 32-6-0 1-10-12 1-4-8 3-2-4 5-10-12 5-10-12 REACTIONS. 6-11-12 Max Horz 1=139(LC 10) 7-3-4 Plate Offsets (X,Y)-- 11:0 -1 -6,0 -3 -61,11:0 -1-7,0-1-01,18:0-4-15,0-1-41,110:0-4-0,0-6-01,112:0-5-0,0-6-81 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 0.41 Vert(LL) -0.22 12 >999 360 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.43 11-12 >897 240 Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -AS Wind(LL) 0.16 12 >999 240 Weight: 757 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud `Except` 2-13: 2x8 SPF 195OF 1.7E, 6-10: 2x4 SPF No.2 2-14,1-14: 2x6 SPF 165OF 1.5E SLIDER Right 2x4 HF Stud 2-6-0 REACTIONS. (Ib/size) 1=7957/0-5-8, 8=2283/0-5-8 Max Horz 1=139(LC 10) Max Uplift 1=-1638(LC 6), 8=-418(LC 7) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-20605/4272, 2-3=-17492/3582, 3-4=-8096/1617, 4-5=-4574/901, 5-6=-4555/904, 6-8=-4668/870 BOT CHORD 1-13=-3984/18778,12-13=-4118/19420,11-12=-3377/16241, 10-11=-1505/7658, 9-10=-748/4335, 8-9=-748/4335 WEBS 2-13=-3859/841, 2-12=-2575/668, 3-12=-898/4567,3-11=-8866/1934,4-11=-451/2514, 4-10=-4054/901, 5-10=-390/2281, 6-10=-295/300, 6-9=-289/156 NOTES - 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. 3) 4 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2' diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 4) 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. 5) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 6) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �o�PD 0 L�cF�s a" O T� i 2 • � 6766 ran FSS��NAI. ENS' September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 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 e Qty Ply 7458 [ROOFSPECIAL 848360379 745B_GL A7 GIRDER 1 4 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:28 2016 Page 2 I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-Fo4e_JxG WQzNTCL687zjH9YaBgU16uPCoDKzHXyfiin NOTES - 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 990 Ib down and 209 Ib up at 1-9-4, and 6000 Ib down and 1269 Ib up at 3-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-8=-80,12-15=-20,12-18=-20 Concentrated Loads (lb) Vert: 2=-6000(F) 22=-990(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with 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 MR, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Qty Ply 745B Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 5-5-2 5-3-6 4-6-8 Plate Offsets (X,Y)•- [3:0 -3 -8,0 -2 -121,(4:0 -4 -0,0 -4 -81,[6:0 -4 -0,0 -4 -81,17:0 -3-8,0-2-121,111:0-3-8,0-1-81,[12:0-4-0,0-4-81,(13:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 848360380 745B—GL B1 Hip Girder 1 2 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.35 12 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:312016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-fNmndKz8pLLyKf4hpGWOvnA5nuZ1 JE6eUAYdusyfiik .1-001 68 9-9-164 15-3-0 52 25-11-8 I 0---0 36-O 10--0 468 5-5-2 5-3-6 4668 1--0-0i 4.00 12 6x8 = 2x4 II 8x8 = 6x6 = Scale= 1:54.7 4x6 = 14 17 18 19 13 20 21 22 t2 23 24 25 11 26 27 28 10 46 = 2x4 11 3x9 = 8x8 — 3x9 = 2x4 I T N dIN NOTES - i 4-6-8 9-9-14 15-3-0 20-8-2 25-11-8 30-6-0 4-6-8 5-3-6 5-5-2 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 5-5-2 5-3-6 4-6-8 Plate Offsets (X,Y)•- [3:0 -3 -8,0 -2 -121,(4:0 -4 -0,0 -4 -81,[6:0 -4 -0,0 -4 -81,17:0 -3-8,0-2-121,111:0-3-8,0-1-81,[12:0-4-0,0-4-81,(13:0-3-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.35 12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.51 Vert(TL) -0.68 12 >527 240 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BCDL10.0 144% Q Rep Stress Incr NO WB 0.68 Horz(TL) 0.10 8 n/a n/a C) BCLL BCDL 0.0 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.19 12 >999 240 Weight: 294 Ib FT = 20 LUMBER- BRACING - will fit between the bottom chord and any other members. 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 S/ONAL 2-0-0 oc purlins (6-0-0 max.): 3-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1788/0-5-8,8=1788/0-5-8 Max Horz 2=-30(LC11) Max Uplift 2=-277(LC 6), 8=-277(LC 7) Max Grav 2=1881(LC 26), 8=1881(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4549/424,3-4=-7603/697,4-5=-8838/796,5-6=-8838/796, 6-7=-7601/697, 7-8=-4549/425 BOT CHORD 2-14=-364/4186,13-14=-372/4170,12-13=-65417679, 11-12=-637/7683, 10-11=-353/4170, 8-10=-345/4187 WEBS 3-14=0/364, 3-13=-303/3627, 4-13=-1035/219, 4-12=-107/1221, 5-12=-579/173, 6-12=-106/1217, 6-11=-1034/219, 7-11=-302/3625, 7-10=0/364 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; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Pp 0 L1� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ©�������� 'Z�\• • Fj�s 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 V : c� P' 144% Q 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 C) 2 non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. . 66 moi ; 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. ©� `e•. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� • •...• •• l \ S/ONAL 2=277, 8=277. 11) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with M1Tek® 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 chard members only. Additional temporary and permanent bracing MiT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 848360380 7458 GL B1 Hip Girder 1 Job Reference (optional) Alpine Lumber Go., Commerce City,GQ.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:32 2016 Page 2 I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-7ZK9gg_maf rpypftNzl fS?jGXHvG2hLojglBQ lyfiij NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 Ib down at 4-6-8, 54 Ib down at 5-7-4, 54 Ib down at 6-7-4, 54 Ib down at 8-7-4, 54 Ib down at 10-7-4, 54 Ib down at 12-7-4, 54 Ib down at 14-7-4, 54 Ib down at 15-10-12, 54 Ib down at 17-10-12, 54 Ib down at 19-10-12, 54 Ib down at 21-10-12, 54 Ib down at 23-10-12, and 54 Ib down at 24-10-12, and 44 Ib down at 25-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: 1-3=-80, 3-7=-80, 7-9=-80, 2-8=-20 Concentrated Loads (Ib) Vert: 14=-26(F) 10=-26(F) 17=-27(F) 18= -27(F)19= -27(F) 20=-27(F) 21=-27(F) 22=-27(F) 23=-27(F) 24=-27(F) 25=-27(F) 26=-27(F) 27=-27(F) 28=-27(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPll Quality Crlferla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 BOT CHORD 2x4 SPF 1650F 1.5E 30-6.0 WEBS 2x4 HF Stud 848360381 745B–GL B2 Hip 1 1 1 Row at micipt 5-13,6-11 6-6-8 (Ib/size) 2=160510-5-8,9=1605/0-5-8 Plate Offsets (X,Y)-- f2:Edge,0-0-01, (9:Edge,0-0-01 PDO LIC Max Horz 2=41 (LC 10) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:39 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-QvFol339woMgHuhDHxf1ETVRN69NBs2gKQU2AOyfiic s1-0.0 6-6-8 1211-3 I 18-1-13 23-11-8 30-6-0 31 X1-0-0 6-6-8 5-9-11 5-9-11 5-9-11 6-6-8 1-0-0 4.00 12 5x6 = 3x6 = 3x6 = 5x6 = Scale= 1:53.8 6.6 11 13 12 11 6x6 11 4x6 = 10x16 MT20HS = 4x6 = m d 0 N LUMBER- 6-6-6 15-3-0 TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 23-11-8 BOT CHORD 2x4 SPF 1650F 1.5E 30-6.0 WEBS 2x4 HF Stud 6-6-8 8-8-8 Left 2x4 HF Stud 3-3-12, Right 2x4 HF Stud 3-3-12 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 8-8-8 WEBS 1 Row at micipt 5-13,6-11 6-6-8 (Ib/size) 2=160510-5-8,9=1605/0-5-8 Plate Offsets (X,Y)-- f2:Edge,0-0-01, (9:Edge,0-0-01 PDO LIC Max Horz 2=41 (LC 10) O �•••••• F A' rr� will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Max Uplift 2=-369(LC 6), 9=-369(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2=369,9=369. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.48 12 >756 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.99 Vert(TL) -0.92 11-12 >399 240 MT20HS 139/108 1 0.0 TCDL 1 Rep Stress Incr YES WB 0.62 Horz(TL) 0.24 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.27 12 >999 240 Weight: 131 Ib FT=20% BCDL 10.0 LUMBER- BRACING - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc pudins, BOT CHORD 2x4 SPF 1650F 1.5E except WEBS 2x4 HF Stud 2-0-0 oc purlins (3-7-7 max.): 4-7. SLIDER Left 2x4 HF Stud 3-3-12, Right 2x4 HF Stud 3-3-12 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at micipt 5-13,6-11 REACTIONS. (Ib/size) 2=160510-5-8,9=1605/0-5-8 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PDO LIC Max Horz 2=41 (LC 10) O �•••••• F A' rr� will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Max Uplift 2=-369(LC 6), 9=-369(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2=369,9=369. TOP CHORD 2-4=-3649/677, 4-5=-3306/666, 5-6=-5370/910, 6-7=-3306/666, 7-9=-3649/678 2 BOT CHORD 2-13=-586/3357, 12-13=-902/5260, 11-12=-885/5260, 9-11=-561/3357 WEBS 4-13=-60/962, 5-13=-2125/401, 5-12=0/285, 6-12=0/285, 6-11=-2125/401, 7-11=-60/962 .� NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and light 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) 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. PDO LIC 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 O �•••••• F A' rr� will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) QN ••• H' c•.• V •� P lj9�j •: : 1- 2=369,9=369. Q 10) Graphical pudin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 2 ' 6 °' AV .� FssIONA� ��Ca September 9,2016 A WARNING - Verify design Pa—ters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not�< a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.35 848360382 745B_GL B3 Hip 1 1 Vert(TL) -0.53 11-12 >692 240 . BCLL 0.0 Rep Stress Incr YES WB 0.31 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:412016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-M INZjl5QSQcXXBrcPMhmJuapjwwefrO6nkz9FHyfiia 11-0-0. 8-6-8 15-3-0 21-11-8 30-6-0 81-6-0 1-0 8-6-8 6-8-8 6-8-8 8-6-8 1-0 6x6 = 4.00 12 2x4 11 6x6 = Scale = 1:53.8 6x6 11 12 11 10 6.6 11 2x4 II 5x10 = 2x4 II 0 16 A Id Plate Offsets (X,Y)-- [2:0-3-11,0-1-81, [4:0-2-12,0-2-121, [6:0-2-12,0-2-121, [8:0-3-11,0-1-81, [11:0-5-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.28 11 >999 360 MT20 185/144 BCDL 1 00 1 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.53 11-12 >692 240 . BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.16 11 >999 240 Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except WEBS 2x4 HF Stud *Except* 2-0-0 oc purlins (4-0-12 max.): 4-6. 4-11,6-11: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-6-8 oc bracing. SLIDER Left 2x4 HF Stud 44-6, Right 2x4 HF Stud 44-6 REACTIONS. (Ib/size) 2=160510-5-8,8=1605/0-5-8 Max Horz 2=-52(LC 11) Max Uplift 2=-362(LC 6), 8=-362(LC 7) Max Grav 2=1613(LC 27), 8=1613(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3266/654, 4-5=-4120/786, 5-6=-4120/786, 6-8=-3266/655 BOT CHORD 2-12=-556/2983, 11-12=-560/2976, 10-11=-528/2976, 8-10=-524/2983 WEBS 4-12=0/306, 4-11=-219/1265, 5-11=-964/231, 6-11=-220/1265, 6-10=0/306 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. PDO LIC 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q+ F A' O 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 FiF •� sF V O will fit between the bottom chord and any other members. 8) Provide truss to bearing 100 Ib • � • • mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except (jt=1b) �y 2=362, 8=362. 2 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 6766 Ma Ott` e'• •''��v Fss/ONA'L September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. 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 Qty Ply 7456 PLATES GRIP MT20 185/144 Weight: 137 Ib FT = 20% LUMBER- BRACING - 848360383 7456_GL B4 Hip 1 1 2-0-0 oc purlins (5-0-10 max.): 5-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:42 2016 Page 1 i1-0-0 5-5-0 15- f ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-rUxxw552DjkO8LPoz4D?s6709JDnOJzG00jinjyf iiZ 1-0-0 0- 0 19-11-8 25-1-0 05-0 1-64 5-16 8-6 4-8-8 5-1-8 56 -0-0 Scale= 1:53.8 6x6 = 2x4 16x6 = . — f-' 6x6 11 3x4 = 13 5x8 = 3x4 = 6x6 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 IRC2012f rPI2007 CSI. TC 0.25 BC 0.88 WB 0.23 Matrix -R 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d 0.20 13 >999 360 -0.44 13-14 >829 240 0.17 10 n/a n/a 0.14 13 >999 240 PLATES GRIP MT20 185/144 Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (5-0-10 max.): 5-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. SLIDER Left 2x4 HF Stud 2-9-7, Right 2x4 HF Stud 2-9-7 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 �� ••• V P REACTIONS. (Ib/size) 2=1605/0-5-8, 10=1605/0-5-8 �'� • will fit between the bottom chord and any other members. Max Horz 2=-63(LC 11) 92 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Max Uplift 2=-354(LC 6), 10=-354(LC 7) 2=354,10=354. ' 6 mo Max Grav 2=1758(LC 27), 10=1758(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. • • • • i/y ' 4 TOP CHORD 2-4=-3416/658, 4-5=-3051/608, 5-6=-3051/625, 6-7=-3051/625, 7-8=-3051/608, 8-10=-3416/658 BOT CHORD 2-14=-585/3046, 13-14=-489/2737, 12-13=-449/2737, 10-12=-545/3046 WEBS 4-14=-293/201, 5-14=-24/412, 5-13=-88/598, 6-13=-561/150, 7-13=-88/598, 7-12=-24/412, 8-12=-293/202 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. 0 LICF� 5) Provide adequate drainage to prevent water ponding. OPD ������� r4 ••• S� 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 �� ••• V P H ER2•• �'� • will fit between the bottom chord and any other members. Q 92 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) ; 2=354,10=354. ' 6 mo 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • • • • i/y ' 4 o�FSS/0NAt�E�G�� September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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. Suite109 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 848360384 7456—GL B5 Hip 1 1 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.46 11-12 >801 240 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:44 2016 Page 1 I D:? xf M N 5C 5 N X640 B p B S I V n D 6 yB4 Fr -n t2h Ln7l l L-602 B4 U FTxXC L W 7t n s C iZTi C pscyf i i X r1-0-Oi 6-5-0 I 12-6-8 F 17-11-8 I 24-1-0 30-6-0 1-0-0 6-5-0 6-1-8 5-5-0 6-1-8 6-5-0 6x6 = 6x6 = Scale= 1:53.7 6x6 II 3x5 = 5x8 = 3x5 = 6x6 II L 7-9-4 15-3-0 22-8-12 30-6-0 7-9-4 7-5-12 7-5-12 7-9-4 Plate Offsets (X,Y)— [2:Edge,0-0-01, [5:0-2-8,0-2-121,[6:0-2-8,0-2-121, [9:Edge,0-0-01, [11:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snaw=30.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.22 11-12 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -0.46 11-12 >801 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.12 11-12 >999 240 Weight: 135 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (5-2-15 max.): 5-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SLIDER Left 2x4 HF Stud 3-3-14, Right 2x4 HF Stud 3-3-14 REACTIONS. (Ib/size) 9=1524/0-5-8,2=1606/0-5-8 Max Horz 2=-78(LC11) Max Uplift 9=-289(LC 7), 2=-345(LC 6) Max Grav 9=1791(LC 27), 2=1874(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3797/632,4-5=-3465/617,5-6=-2765/512, 6-7=-3474/626, 7-9=-3810/641 BOT CHORD 2-12=-561/3424, 11-12=-404/2717, 10-11=-359/2719, 9-10=-519/3436 WEBS 4-12=-400/204, 5-12=-121/706, 5-11=-140/327, 6-11=-145/322, 6-10=-125/726, 7-10=-414/207 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. P[} Lie 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O Q� F A' 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. �� P••HF •• •sF V 9 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 9=289,2=345. CJ 2 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 66 C' • iL 7Vi ONA'l•E��\ September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mnek® 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 ��L AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI�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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty in (loc) I/deft L/d -0.25 10-11 >999 360 0.50 10-11 >128 240 0.20 8 n/a n/a 0.12 10-11 >999 240 7456 GRIP 185/144 139/108 FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - rp, R48360385 745B GL B6 Hip 1 1 2x4 SPF 165OF 1.5E designed a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2-0-0 oc purlins (4-9-8 max.): 4-5. will fit between the bottom chord and any other members. WEBS 2x4 HF Stud 'Except' Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:45 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-F3c4Z78w We6z?p8NeCm iTklVkXHnbe2iiMxNO2yfii W 7-5-0 14-6-8 15-11-8 23-1-0 30-6-0 7-5-0 7-1-8 1-5-0 7-1-8 7-5-0 Scale = 1:52.5 10x10 MT20HS = 10x10 MT20HS = 6x6 11 1 _ V 6x6 2x4 16x12 2x4 I LOADING (psf) TCLL 30.0 (Roof Snow=3 10) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress In cr YES Code IRC20121TPI2007 CSI. TC 0.35 BC 0.74 WB 0.33 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.25 10-11 >999 360 0.50 10-11 >128 240 0.20 8 n/a n/a 0.12 10-11 >999 240 PLATES MT20 MT20HS Weight: 137 lb GRIP 185/144 139/108 FT=20% LUMBER- 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E designed a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 2-0-0 oc purlins (4-9-8 max.): 4-5. will fit between the bottom chord and any other members. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. .fid , O , �2 1=278, 8=278. 3-10,6-10: 2x4 SPF No.2 WEBS 1 Row at midpt 3-10,6-10 SLIDER Left 2x4 HF Stud 3-10-3, Right 2x4 HF Stud 3-10-3 ee O • REACTIONS. (Ib/size) 1=1525/0-5-8, 8=1525/Mechanical .ENS\ Max Horz 1=-87(LC 11) Max Uplift 1=-278(LC 6), 8=-278(LC 7) Max Grav 1=1872(LC 26), 8=1872(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-4115/590, 3-4=-3045/453, 4-5=-2854/466, 5-6=-3045/453, 6-8=-4114/591 BOT CHORD 1-11=-525/3733,10-11=-525/3733,9-10=-466/3733,8-9=-466/3733 WEBS 3-11=0/296, 3-10=-1000/259, 4-10=-78/595, 5-10=-78/595, 6-10=-1000/261, 6-9=0/296 NOTES- 1)Wind: ASCE 7-10; Vul1=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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 for live Pp 0 LIC, designed a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� • Lr, X;,,•'' '•., S will fit between the bottom chord and any other members. P �E9�• 8) Refer to girder(s) for truss to truss connections. VOA C� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) .fid , O , �2 1=278, 8=278. ; 10) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 66 0 , m; n/ ee O • s8;/0N- .ENS\ September 9,2016 'AA WARNING G. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 611II-7473 rev. 10103!2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 HF Stud *Except* 2-0-0 oc purlins (3-10-6 max.): 1-3. 846360386 745B GL B7 Roof Special 1 1 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 15=1495/Mechanical, 8=1495/Mechanical Max Horz 15=-107(LC 11) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:47 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-BSkq_o9B1 GMhF61mldoAZ9gieKxy3R2?AgQTSxyfiiU l 2-2-4 4-1-0 10-5-8 14-9-8 22-3-4 30-0-8 1 2-2-4 1-10-12 6-4-8 4-4-0 7-5-12 7-9-4 6x10 = 4.00 12 ffXo '' aX I L — LXff � i 11 10 2X4 11 4X12 = Plate Offsets (X Y)-- f3:0-4-8 0-3-01 14:0-3-5 Edgel [8:0-6-5 Edgel [10:0-4-8,0-2-01 2X4 11 Scale = 1:52.9 5x10 11 LOADING (psf) TCLL 30.0 (Roof Snow=30) TCDL 1 0.0 1 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber -DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.90 BC 0.82 WB 0.81 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.41 12-13 >877 360 Vert(TL) -0.87 12-13 >415 240 Horz(TL) 0.20 8 n/a n/a Wind(LL) 0.28 12-13 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 123 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 HF Stud *Except* 2-0-0 oc purlins (3-10-6 max.): 1-3. 12-15: 2x4 SPF 210OF 1.8E, 8-11: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-12,6-10 1-14,3-14,6-10: 2x4 SPF ND.2 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 15=1495/Mechanical, 8=1495/Mechanical Max Horz 15=-107(LC 11) Max Uplift 15=-268(LC 6), 8=-270(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1388/269, 1-2=-3152/551, 2-3=-3152/551, 3-4=-3743/639, 4-5=-3602/694, 5-6=-2254/412, 6-8=-3047/560 BOT CHORD 13-14=-992/5768, 12-13=-975/5765, 4-12=-634/218, 9-10=-454/2813, B-9=-454/2813 WEBS 1-14=-561/3173, 3-14=-3014/494, 3-12=-2308/438, 10-12=-207/2025, 5-12=-393/2157, 6-10=-967/283, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 LIC,,,- 5) All plates are MT20 plates unless otherwise indicated. GC/y '••� 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 �••' c5 Vd�•'Co P HFR2••FO will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 66 15=268,8=270. Aj :� 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. i :� : 4V- �� •.�� 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �: S� FSS�ONAL+ENS\ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/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 Citrus Hei hts CA 95610 Job Truss LOADING (psf) Qty Ply 7458848360387 PLATES GRIP FR..fsSp..e Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.41 12-13 >880 360 745B_GL B8 l 1 1 Vert(TL) -0.83 12-13 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:48 2016 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-felCB8ApoZUYtGIyJKJP5NNtTkHTosQ80KA1 ?NyfiiT 3-2-4 6-1-0 10-5-8 14-9-8 22-3-4 1 30-0-8 3-2-4 2-10-12 4-4-8 4-4-0 7-5-12 7-9-4 6x10 = 4.00 12 Scale= 1:52.9 11 10 9 5x10 II 2x4 II 5x10 = 2x4 II Plate Offsets KY)— [1:0-2-8,0-1-121, [3:0-4-12,0-3-01, [5:0-4-12,0-1-121, 18:0-6-5 Edgel 114:0-4-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.41 12-13 >880 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.83 12-13 >434 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -AS Wind(LL) 0.27 12-13 >999 240 Weight: 124 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 HF Stud *Except* 2-0-0 oc puriins (3-7-13 max.): 1-3. 12-15: 2x4 SPF 210OF 1.8E, 8-11: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-10 1-14,3-14,6-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 1650F 1.5E 2-6-0 REACTIONS. (Ib/size) 15=1495/Mechanical, 8=1495/Mechanical Max Horz 15=-1 18(LC 11) Max Uplift 15=-269(LC 6), 8=-269(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1418/276, 1-2=-3391/588, 2-3=-3391/588, 3-4=-4085/689, 4-5=-3982/740, 5-6=-2256/410, 6-8=-3046/558 BOT CHORD 13-14=-960/5859,12-13=-953/5861, 4-12=-498/172, 9-10=-452/2812, 8-9=-452/2812 WEBS 1-14=-612/3478, 2-14=-335/95, 3-14=-2667/446, 3-12=-2084/390,10-12=-230/2074, 5-12=-445/2475, 5-10=-339/120, 6-10=-964/281, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. PO CI�F� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �•••••• s� 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. �� �•• � '•� C.) P' �RiL•• ' 7) Refer to girder(s) for truss to truss connections. 92 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • U 15=269,8=269. 6 c) ; 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum sheetrock be applied directly to the bottom chord. Q • • 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. � :e 0 '• •' �� �FSs/ONAI-E��� September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus H i hts CA 95610 Job Truss Truss Type Qty Ply 7458 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF 1650F 1.5E `Except' 2-0-0 oc pur ins (3-5-13 max.): 1-3. 848360388 7458 GL B9 Roof Special 1 1 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 14=1495/Mechanical, 8=1495/Mechanical Max Horz 14=-129(LC11) Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 4-2-4 3-10-12 12-4-8 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:50 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Frcl QzcgC3KBIG6a1 LRIMtAoSE2YwgGngRsef83GyfiiR 4-4-0 7-5-12 4.00 12 6x12 = 20 5 7-9-4 Scale = 1:52.9 11 10 9 5.10 II 2x4 II 4x12 = 2x4 II LOADING (psf) TCLL 30.0 (Roof Snow=3 0) . TCDL 1 00 1 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.89 BC 1.00 WB 0.88 Matrix -AS DEFL. in (loc) I/deft L/d Vert(LL) -0.43 12 >827 360 Vert(TL) -0.88 12-13 >410 240 Horz(TL) 0.22 8 n/a n/a Wind(LL) 0.29 12 >999 240 PLATES GRIP MT20 185/144 Weight: 123 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF 1650F 1.5E `Except' 2-0-0 oc pur ins (3-5-13 max.): 1-3. 4-11: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-10 1-13,3-13,5-12,6-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 14=1495/Mechanical, 8=1495/Mechanical Max Horz 14=-129(LC11) Max Uplift 14=-270(LC 6), 8=-268(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1436/279, 1-2=-3482/586, 2-3=-3482/586, 3-4=-4577/747, 4-5=-4489/800, 5-6=-2257/406,6-8=-3045/554 BOT CHORD 12-13=-903/5642, 4-12=-388/130, 9-10=-448/2811, 8-9=-448/2811 WEBS 1-13=-614/3599, 2-13=-472/145, 3-13=-2319/415, 3-12=-1533/332, 10-12=-233/2147, 5-12=-509/3017, 5-10=-483/133, 6-10=-963/280, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 0 0 LIC 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CC� �� 0.000.. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �0.0 H•� will fit between the bottom chord and any other members. P �sF V 9 7) Refer to girder(s) for truss to truss connections. Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 14=270, 8=268. 66 0* 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %;' gypsum sheetrock be applied directly to the bottom chord. • • 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �FssloNai.ti�G September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. sessee Design valid for use only with MiTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 LUMBER- BRACING - TOP CHORD 848360389 7458_GL B10 Roof Special 1 1 2-0-0 oc pur ins (3-4-11 max.): 1-3. 7) Refer to for truss to truss connections. 4-11: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied. WEBS Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:33 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-bluX20_PKybgZzD4xhYu_CFKPh7An3gxxU 1 kzlyriii 5-2-4 10-1-0 -5 8 4- -8 2-3-4 30-0-8 5-2-4 4-10-12 0-4- 4-4-0 7-5-12 7-9-4 Scale = 1:52.9 4.00 12 6x12 = 11 10 9 2x4 I 4x12 = 2x4 I 5x10 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.89 BC 0.91 WB 0.99 Matrix -AS DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.45 11 >802 360 -0.90 11 >401 240 0.22 8 n/a n/a 0.29 12 >999 240 PLATES GRIP MT20 185/144 Weight: 125 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF 1650F 1.5E *Except* will fit between the bottom chord and any other members. 2-0-0 oc pur ins (3-4-11 max.): 1-3. 7) Refer to for truss to truss connections. 4-11: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-10 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum 1-13,3-13,5-12,6-10: 2x4 SPF No.2 sheetrock be applied directly to the bottom chord. 10) Graphical does not depict the size or the orientation of the along the top and/or bottom chord. _'0 SLIDER Right 2x6 SPF 1650F 1.5E 2-6-0 REACTIONS. (Ib/size) 14=1495/Mechanical, 8=1495/Mechanical Max Horz 14=-140(LC 11) Max Uplift 14=-271 (LC 6), 8=-266(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1431/292,1-2=-3467/592,2-3=-3467/592,3-4=-5278/860, 4-5=-5183/894, 5-6=-2258/401, 6-8=-3045/549 BOT CHORD 12-13=-780/5327,4-12=-434/103,9-10=-444/2811, 8-9=-444/2811 WEBS 1 -13= -625/3581,2 -13=-596/182,3-13=-1988/319,3-12=-1274/247,10-12=-242/2207, 5-12=-609/3721, 5-10=-619/148, 6-10=-961/279,6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. 6 LI„C, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide d�k0 !.. 0� ,••`� H will fit between the bottom chord and any other members. •`� PR2•,� 7) Refer to for truss to truss connections. girder(s) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 14=271, 8=266. 6766 m : 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum , e . sheetrock be applied directly to the bottom chord. 10) Graphical does not depict the size or the orientation of the along the top and/or bottom chord. _'0 purlin representation puriin )F/`-'IUF'11- G`'�\VV September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �A 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/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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 4-7-0 5-10-8 4-4-0 7-5-12 7-9-4 Plate Offsets (X,Y) - [1:0-2-12,0-1-81, [3:0-2-4,0-2-121, 18:0-6-5,Edge1, 110:0-5-0,0-2-01 R48360390 7456 GL B11 Roof Special 1 1 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.89 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:35 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Y801SiOfsasOpGNS25bM4dLgsVogFyEPoWrl dyfiig 4-7-010 10-5-8 14-9-8 22-3-4 I 30-0-8 4-7-0 4=3-8 1-7-0 4-4-0 7-5-12 7-9-4 4.00 12 6x12 = Scale= 1:52.9 11 10 9 5x10 II 2x4 II 4x12 = 2x4 II i_ 4-7-014-9-8 22-3-4 30-0-8 4-7-0 5-10-8 4-4-0 7-5-12 7-9-4 Plate Offsets (X,Y) - [1:0-2-12,0-1-81, [3:0-2-4,0-2-121, 18:0-6-5,Edge1, 110:0-5-0,0-2-01 [13:0-4-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.44 12 >817 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.97 Vet(TL) -0.68 12-13 >408 240 BCL2 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.22 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -AS Wnd(LL) 0.29 12 >999 240 Weight: 124 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF 1650F 1.5E *Except* 2-0-0 oc purlins (3-5-4 max.): 1-3. 4-11: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud `Except` WEBS 1 Row at midpt 6-10 1-13,3-13,5-12,6-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5112-6-0 REACTIONS. (Ib/size) 14=1495/Mechanical, 8=1495/Mechanical Max Horz 14=-133(LC 11) Max Uplift 14=-271 (LC 6), 8=-267(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1435/285,1-2=-3482/591, 2-3=-3482/591, 3-4=-4821/785, 4-5=-4736/832, 5-6=-2258/404, 6-8=-3045/553 BOT CHORD 12-13=-855/5528, 4-12=-353/110, 9-10=-447/2811, 8-9=-447/2811 WEBS 1-13=-622/3600, 2-13=-521/161, 3-13=-2193/372, 3-12=-1332/286, 10-12=-238/2172, 5-12=-544/3268, 5-10=-538/140, 6-10=-962/280, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. Q PO 10 LlcF R' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� �•••••• 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 HF •• ASF will fit between the bottom chord and any other members. CO0:1 R2 • 7) Refer to girder(s) for truss to truss connections. • Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 14=271,8=267. . 66 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %" gypsum cy sheetrock be applied directly to the bottom chord. . e 10) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 91 o�FSS��NAL ENGP September 9,2016 A WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE PAII.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.90 848360391 745B -GL B12 Roof Special 1 1 Vert(TL) -0.83 12-13 >431 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:36 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-OKZgg21 Hdt_FQQyecp6bcrtrXvBf_RPNeSGOZ4yfiif i 3-7-0 6-10-8 10-5-8 14-9-8 1 22-3-4 30-0-8 3-7-0 3-3-8 3-7-0 4-4-0 7-5-12 7-9-4 Scale = 1:52.9 4.00 F12 6x10 - 11 10 9 5.10 II 2x4 11 4x12 = 2x4 11 Plate Offsets (X,Y)-- [1:0-2-8,0-1-121, [5:0-4-12.0-1-121, [8:0-6-5,Edgel, [10:0-4-12.0-2-01, [12:0-5-12,Edgel, [13:0-4-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.41 12 >886 360 MT20 185/144 BCDL 1 0.0 1 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.83 12-13 >431 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -AS Wind(LL) 0.27 12 >999 240 Weight: 123 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 HF Stud *Except` 2-0-0 oc purlins (3-6-15 max.): 1-3. 12-14: 2x4 SPF 210OF 1.8E, 8-11: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 6-10 1-13,3-13,5-12.6-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 14=1495/Mechanical, 8=1495/Mechanical Max Horz 14=-122(LC 11) Max Uplift 14=-270(LC 6), 8=-269(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-14301267,1-2=-3446/568, 2-3=-3446/568, 3-4=-4262/701, 4-5=-4163/758, 5-6=-2256/408, 6-8=-3046/557 BOT CHORD 12-13=-970/5784, 4-12=-450/157, 9-10=-450/2812, B-9=450/2812 WEBS 1-13=-587/3549,2-13=-389/118, 3-13=-2519/489,3-12=-1870/410,10-12=-223/2108, 5-12=-464/2679, 5-10=-398/123, 6-10=-964/281, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. NO O Ll 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� F O •HE 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q� P•s ��•� F will fit between the bottom chord and any other members. V '�CD 92 0. 7) Refer to girder(s) for truss to truss connections. ; O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 14=270,8=269. 6766 m' 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and %:" gypsum e sheetrock be applied directly to the bottom chord. 0 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4 •� �: 8"ONAL t"' September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply 7456 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/d 848360392 7456_GL B13 Roof Special 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.84 12-13 >425 240 MT20HS 139/108 BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:38 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-yjhQ5k2X9VEzgk61 kE83hGzAxit6SLCg5mlVeyyfiid 1 2-7-0 4r 10-8 10-5-8 14-9-6 22-3-4 I 30-0-8 2-7-0 2-3-8 5-7-0 4-4-0 7-5-12 7-9-4 6x10 = 4.00 12 11 10 2x4 11 5x10 = 2x4 I I Scale = 1:52.9 4-10-8 10-5-8 14-9-8 22-3-4 30-0-8 X2-7-0 2-7-0 2-3-8 5-7-0 4-4-0 7-5-12 7-9-4 Plate Offsets (X,Y)— [1:0-1-12,0-2-01, f3:0-4-8,0-3-01, [4:0-3-7,Edgel 18:0-6-5,Edge1 [14:0-44,0-2-01 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.41 12-13 >880 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.84 12-13 >425 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.85 HOrz(TL) 0.20 8 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -AS Wind(LL) 0.28 12-13 >999 240 Weight: 1231b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 HF Stud `Except' 2-0-0 oc purlins (3-9-3 max.): 1-3. 12-15: 2x4 SPF 210OF 1.8E, 8-11: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-12.6-10 1-14,3-14,6-10: 2x4 SPF No.2 SLIDER Right 2x6 SPF 165OF 1.5E 2-6-0 REACTIONS. (Ib/size) 15=1495/Mechanical, 8=1495/Mechanical Max Horz 15=-111(LC 11) Max Uplift 15=-269(LC 6), 8=-270(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1405/272, 1-2=-3277/571, 2-3=-3277/571, 3-4=-3866/657, 4-5=-3740/711, 5-6=-2255/411, 6-8=-3046/559 BOT CHORD 13-14=-989/5855, 12-13=-977/5856, 4-12=-578/199, 9-10=-453/2812, 8-9=-453/2812 WEBS 1-14=-588/3333, 3-14=-2882/479, 3-12=-2260/431, 10-12=-218/2044, 5-12=-412/2260, 5-10=-258/109, 6-10=-966/282, 6-9=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. 0 Ll Ll 5) All plates are MT20 plates unless otherwise indicated. PD 0� Fy 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 Q�e P HF •� �str Vq2 will fit between the bottom chord and any other members. ; Q 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6766 • 15=269,8=270. r�rl 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and''/V gypsum sheetrock be applied directly to the bottom chord. 11) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord.'•e FSS/ONA�'- ENS September 9,2016 A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MWEK REFERENCE PAGE MI -7473 rev. 10103/2015 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- 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, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7458 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 1950F 1.7E 2-0-0 oc puffins (5-9-11 max.): 2-3, 4-6. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9: 2x4 SPF No.2 848360393 7458 GL C1 Roof Special Girder 1 3 Max Grav 1=7133(LC 31), 7=8269(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-15722/3076, 2-3=-16566/3321, 3-4=-17752/3536, 4-5=-25506/5280, Job Reference (options Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:53 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-Oc55EsExd67gz1 Iw6tvaoQ4pvly8T9?tYctogbyfiiO 5-7-8 6-10-8 i 9-4-B 12-4-8 15-0-8 18-6-0 5-7-8 1-3-0 3-0-0 3-0-0 6x6 = 4.00 12 6x6 = Scale= 1:31.6 4x12 = 3x12 11 10x10 = 3x6 11 10x16 MT20HS = 3x9 II 6x12 LOADING (psf) TCLL 30.0 (Roof Snow=3 1 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. DEFL. in (loc) I/defl L/d TC 0.60 Vert(LL) -0.29 9-10 >745 360 BC 0.90 Vert(TL) -0.56 9-10 >387 240 WB 0.78 Horz(TL) 0.09 7 n/a n/a Matrix -S Wind(LL) 0.20 9-10 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 290 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SPF 1950F 1.7E 2-0-0 oc puffins (5-9-11 max.): 2-3, 4-6. WEBS 2x4 HF Stud "Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9: 2x4 SPF No.2 REACTIONS. (Ib/size) 1=7061/0-5-8, 7=8269/0-5-8 Max Horz 1=35(LC 58) Max Uplift 1=-1356(LC 7), 7=-1714(LC 7) Max Grav 1=7133(LC 31), 7=8269(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-15722/3076, 2-3=-16566/3321, 3-4=-17752/3536, 4-5=-25506/5280, 5-6=-25483/5275,6-7=-18682/3920 BOTCHORD 1-12=-2798/14575, 11-12=-2771/14409, 10-11=-5376/26830, 9-10=-5387/26915, 8-9=-3474/16698,7-8=-3559/17108 WEBS 2-12=-399/2435.2-1 1=-828/4002, 3-11=-962/4925, 4-11=-11346/2368, 4-10=-142/818, 4-9=-1697/202, 5-9=-758/182, 6-9=-1899/9556,6-8=-746/3599 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-9 2x4 - 1 row 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. NO O Ll� 3) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 �\� •+•'��•H 1�� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 �y ; 5) Unbalanced snow loads have been considered for this design. 2 • 6) Provide adequate drainage to prevent water ponding. 66 MO' 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9) " This truss been for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 e ee has designed a of on chord all areas where a rectangle wide will fit between the bottom chord and any other members. -P 0, ••• �•• � 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Fs ••••++e•'1`�\ sfONAt 1=1356,7=1714. \° 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7458 848360393 745B_GL C1 Roof Special Girder 1 q 3 Job Reference (optional) Alpine Lumber CO., Commerce CIty,C0.6UU2Z 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:53 2016 Page 2 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-Oc55EsExd67gzl Iw6tvaoQ4pvly8T9?tYctogbyfiiO NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1475 Ib down and 290 Ib up at 2-4-12, 1475 Ib down and 289 Ib up at 4-4-12, 1475 Ib down and 287 Ib up at 6-4-12, 1475 Ib down and 286 Ib up at 8-4-12, 1475 Ib down and 288 Ib up at 10-4-12, 1475 Ib down and 289 Ib up at 12-4-12, 379 Ib down and 103 Ib up at 12-6-12, 371 Ib down and 170 Ib up at 13-3-12, 1475 Ib down and 290 Ib up at 14-4-12, and 600 Ib down and 260 Ib up at 15-3-12, and 1852 Ib down and 298 Ib up at 16-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 4-6=-80, 6-7=-80, 1-7=-20 Concentrated Loads (lb) Vert: 9=-1854(F=-1475, B=-379) 8= -600(B)16= -1475(F) 17=-1475(F) 18=-1475(F) 19= -1475(F)20= -1475(F) 21=-371(B) 22=-1475(F) 23=-1852(F) A WARNING - Varlly design paramefars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek®connectors. This design Is based only upon parameters shown, and is for an individual building component, not �n a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requked 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`111 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 745B PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 848360394 745B_GL C2 Hip Girder 1 2 Vert(TL) -0.31 9 >595 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:55 2016 Page 1 ID:?xfMN5C5NX640BpB S IVnD6yB4Fr-y_DrfYFC9jNYCLvIDly2trAAxZkDxAXA?vMvkTyfiiM --'1- 3-8-8 i 3-8-8 I 8-0-0 12-3-8 [ 16-0-0 1 1-0-0 3-8-8 4-3-8 4-3-8 3-8-8 1-0-0 Scale = 1:30.3 5x8 = 4.00 12 2x4 11 5x8 = 4x6 - 4x6 = 2.00 12 Plate Offsets (X Y)— [2:0-1-1,0-2-01 [3:0-5-4,0-2-81, [5:0-5-4,0-2-81, [6:0-1-1,0-2-01, f8:0-3-0,0-1-81, [10:0-3-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.19 9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.31 9 >595 240 BCLL 0.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -S Wind(LL) 0.13 9 >999 240 Weight: 137 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-5: 2x4 SPF 165OF 1.5E 2-0-0 oc purlins (5-11-9 max.): 3-5. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=1443/0-5-8,6=1443/0-5-8 Max Horz 2=25(LC 48) Max Uplift 2=-467(LC 6), 6=-467(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4615/1325, 3-4=-5896/1684, 4-5=-5896/1684, 5-6=-4615/1316 BOT CHORD 2-10=-1196/4239, 9-10=-1265/4508, 8-9=-1240/4508, 6-8=-1172/4239 WEBS 3-10=-355/1328, 3-9=-403/1423, 4-9=-476/160, 5-9=-404/1423, 5-8=-353/1328 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=1 1 5mph; 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 Il; Exp C; Fully Exp.; Ct=1.1 N00 L/C 5) Unbalanced snow loads have been considered for this design. Q`�•••••e••F 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 0� •• H •� SF P' ER2•• non -concurrent with other live loads. V •oj 7) Provide adequate drainage to prevent water ponding. • y ; 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • CJ 0 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 6 Cm ; will fit between the bottom chord and any other members. 10) Bearing atjoint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify O :• G� capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing capable of withstanding 1001b uplift at joint(s) except (jt=lb) �: �� ••� Ov plate •; ••••e•••• 2=467,6=467. 12) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. FS N 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 339 Ib down and 151 Ib up at 3-11-8, 114 Ib down and 62 Ib up at 5-9-4, 114 Ib down and 62 Ib up at 7-9-4, 114 Ib down and 62 Ib up at 8-2-12, and 114 Ib September 9,2016 down and 62 Ib up at 10-2-12, and 339 Ib down and 151 Ib up at 12-0-8 on bottom chord. The design/selection of such A WARNING -Verify design paremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 7458 848360394 745B_GL C2 Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:55 2016 Page 2 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-y_DrfYFC9jNYCLvIDly2tfAA%ZkDxAXA?vMvkTyfiiM LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-10=-20, 8-10=-20, 6-8=-20 Concentrated Loads (lb) Vert: 10=-339(F) 8=-339(F) 9=-229(F) 13=-114(F) 14=-114(F) ,A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE BMI.7479 rev. 10/072015 BEFORE USE. Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not �P a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.91 848360395 745B—GL C3 Hip 1 1 0.0 Rep Stress Inc, YES WB 0.15 Horz(TL) -0.16 2 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep OB 11:20:56 2016 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-Q BnEstGgwl VPgVUUnOTHQ3iEEzl cgfcKEZ6SHvyfiiL -1-0-0 5-8-8 10-3-8 I 16-0-0 17-0-0 1 0 0 5-8-8 4-7-0 5-8-8 1-0-0 n 6 d 412 = 1�'\liE7 6x6 = Scale = 1:30.3 5x8 11 5x8 11 2.00 12 5-10-0 4-4-0 5-10-0 Plate Offsets (X,Y)— [2:0-2-12,Edgel, [4:0-3-12,0-2-01, [7:0-2-12, Edge], 19:0-1-14,0-0-01, [10:0-3-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.19 9-10 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.72 Ve t(TL) -0.36 9-10 >528 240 0.0 Rep Stress Inc, YES WB 0.15 Horz(TL) -0.16 2 n/a n/a BCDBC L 10.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.11 9-10 >999 240 Weight: 59 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (2-8-1 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 3-1-4, Right 2x6 SPF 165OF 1.5E 3-1-4 REACTIONS. (Ib/size) 2=879/0-5-8,7=879/0-5-8 Max Hoa 7=36(LC 12) Max Uplift 2=-213(LC 6), 7=-213(LC 7) Max Grav 2=987(LC 27), 7=987(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2142/387, 4-5=-1923/395, 5-7=-2143/396 BOT CHORD 2-10=-306/1912, 9-10=-295/1915, 7-9=-332/1913 WEBS 4-10=0/389, 4-9=-245/257, 5-9=0/400 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PDO LIC 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O F A' will fit between the bottom chord and any other members. ••••••• �� ••• `j ••• s P E/42•• 8) Bearing atjoint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify C1 �'� capacity of bearing surface. ; Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=213, 7=213. • 6766 m 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • ; • N• 0. Fss�0IV il- September 9,2016 AWARN/NG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei hts CA 95610 Job Truss Truss Type City Ply 7456 (loc) I/deft L/d PLATES GRIP 848360396 745B_GL C4 HIP GIRDER 1 3 8 >815 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 7-1-0 10x10 = 1-10-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:20:58 2016 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-NZu_HZ14Sel73petvRVIVUojDmiC8RjdhtbZLoyfiiJ 8x8 = -0 1-0-0 Scale= 1:30.3 10x10 2.00 10x10 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 0.37 Vert(LL) -0.24 8 >815 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.46 8 >419 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.20 5 n/a n/a BCL2 0.0 Code IRC2012/TPI2007 Matrix -MR Wlnd(LL) 0.16 8 >999 240 Weight: 230 Ib FT = 20% BCDL 10.0 LUMBER- BRACING. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 1950F 1.7E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=6311/0-5-8, 5=5773/0-5-8 Max Horz 2=44(LC 12) Max Uplift 2=-1242(LC 6), 5=-1139(LC 7) Max Grav 2=6518(LC 27), 5=5980(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17876/3310, 3-4=-18186/3368, 4-5=-17805/3266 BOT CHORD 2-8=-3176/17335, 7-8=-3343/18274, 5-7=-3121/17348 WEBS 3-8=-979/5462, 3-7=-417/163,4-7=-995/5469 Structural wood sheathing directly applied or 6-0-0 oc pudins, except 2-0-0 oc purfins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 7-3 2x4 - 1 row at 0-9-0 oc, member 7-4 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=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 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 plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 2, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=1242,5=1139. 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE, Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 7456 848360396 7458_GL C4 HIP GIRDER 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:20:58 2016 Page 2 ID:?xfMN5C5NX640BpBS IVnD6yB4Fr-NZu_HZ14Sel73petvRVIVUojDmiC8RjdhtbZLoyfiiJ NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1475 Ib down and 288 Ib up at 1-7-4, 1475 Ib down and 289 Ib up at 3-7-4, 1475 Ib down and 290 Ib up at 5-7-4, 1475 Ib down and 291 Ib up at 7-5-8, 1475 Ib down and 291 Ib up at 9-7-4, and 1475 Ib down and 290 Ib up at 11-7-4, and 1475 Ib down and 289 Ib up at 13-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-80, 3-4=-80, 4-6=-80, 8-9=-20, 7-8=-20, 7-12=-20 Concentrated Loads (lb) Vert: 8=-1475(F) 19=-1475(F) 20=-1475(F) 21=-1475(F) 22=-1475(F) 23=-1475(F) 24=-1475(F) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �'�'ek" 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 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 7458 LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD 848360397 745B_GL D1 Hip Girder 1 1 2-0-0 oc puffins (5-6-5 max.): 4-6. SLIDER Left 2x6 SPF 165OF 1.5E 1-10-0, Right 2x6 SPF 165OF 1.5E 1-10-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=669/Mechanical, 2=756/0-5-8 will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 3-7-8 4x6 = 4 on F1 T 2-7-8 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:00 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-JyOkiFJ KzF?rJ6oGOrXDavtOCaRwcTpv9B4fQhyfiiH 3x4 = 2-7-8 4x6 = 7-8 Scale = 122,8 6x6 II 3x4 = 3x4 = 6x6 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TP12007 CSI. TC 0.53 BC 0.57 WB 0.14 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.06 9-10 >999 360 -0.17 9-10 >903 240 0.03 8 n/a n/a 0.03 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 47 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins, BOT CHORD 2x4 SPF No.2 except WEBS 2x4 HF Stud 5) Provide adequate drainage to prevent water ponding. 2-0-0 oc puffins (5-6-5 max.): 4-6. SLIDER Left 2x6 SPF 165OF 1.5E 1-10-0, Right 2x6 SPF 165OF 1.5E 1-10-0 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=669/Mechanical, 2=756/0-5-8 will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. Off. •e•••••y V P FR 00 Max Horz 2=-32(LC 13) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) Max Uplift 8=-95(LC 7), 2=-153(LC 6) 2=153. V 2 ; • Max Grav 8=669(LC 1), 2=787(LC 27) 66 p 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down at 3-7-8, 35 Ib FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. down at 5-8-4, and 35 Ib down at 6-9-12, and 62 Ib down at 8-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • e �� : a• (� TOP CHORD 2-4=-1212/130, 4-5=-1011/143, 5-6=-1026/157, 6-8=-1222/143 �� '•e section, applied of are noted as (F) or (B). BOT CHORD 2-10=-83/1034, 9-10=-152/1409, 8-9=-77/1049 LOAD CASE(S) Standard Fs•000.0.•• S/ONA1 EN WEBS 4-10=0/383, 5-10=-472/104, 5-9=-463/97, 6-9=0/382 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 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. RD O L/cF 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q� R' O •••• SF will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. Off. •e•••••y V P FR 00 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) Q ; 2=153. V 2 ; • 10) Graphical pur in representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 66 p 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down at 3-7-8, 35 Ib .wry N down at 5-8-4, and 35 Ib down at 6-9-12, and 62 Ib down at 8-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • e �� : a• (� 12) In the LOAD CASE(S) loads to the face the truss front back �� '•e section, applied of are noted as (F) or (B). •0 LOAD CASE(S) Standard Fs•000.0.•• S/ONA1 EN 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with 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 I— web and/or chord members only. Additional temporary and permanent bracing M iT®kj 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 7458 848360397 745B—GL D1 Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:00 2016 Page 2 ID:?xfMN5C5NX640BpB SIVnD6yB4Fr-JyOkiFJ KzF?rJ6oGOrXDavtOCaRwcTpv9B4fQhyfiiH LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 6-8=-80, 2-8=-20 Concentrated Loads (lb) Vert: 10=-30(B) 9=-30(B) 12=-18(B) 13=-18(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply 7458 Plate Offsets (X,Y)- [7:0-6-4,0-1-8],[8:0-7-0,0-6-41,[9:0-6-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. 848360398 745B_GL D2 HIP GIRDER 1 3 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.15 8 >940 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:02 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-FK8V7xLbVtFZYQxe8GahgKyRFNAW4GXCcVZm UZyfliF 1 -1-0-0 3-1-8 6-0-0 8-10-8 12-0-0 1-0-0 2-10-8 2-10-8 3-1-8 6x6 = 2x4 11 6x6 = Scale = 1:21.3 4x8 % :8x9 IT 1UX14 — 3x9 H 48 � NOTES - 3-1-8 6-0-0 8-10-8 12-0-0 3-1-8 2-10-8 2-10-8 3-1-8 Plate Offsets (X,Y)- [7:0-6-4,0-1-8],[8:0-7-0,0-6-41,[9:0-6-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.08 8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.37 Vert(TL) -0.15 8 >940 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 6 n/a n/a N BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 8 >999 240 Weight: 188 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 SPF 195OF 1.7E 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-8: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 6=7245/0-5-8, 2=4368/0-5-8 ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR Max Horz 2=24(LC 10) LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS Max Uplift 6=-1565(LC 7), 2=-1098(LC 6) PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Max Grav 6=7245(LC 1), 2=4374(LC 27) MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER, FAILURE TO COMPLY MAY REQUIRE ADDITIONAL FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. TOP CHORD 2-3=-9867/2331, 3-4=-13407/3074, 4-5=-13407/3074, 5-6=-11788/2707 BOT CHORD 2-9=-2093/8969, 8-9=-2056/8821, 7-8=-2355/10391, 6-7=-2426/10711 WEBS 3-9=-351/1362, 3-8=-1075/5057, 4-8=-289/583, 5-8=-746/3326, 5-7=-649/2954 NOTES - 1) Special connection required to distribute web loads equally between all plies. 2) 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: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 3 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. 4) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 P� O LIC F� 5) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. JQ� •�•••�• �\� �•• Fi ••• cS'F V •5 P IS- p 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. 2 8) Provide adequate drainage to prevent water ponding. 66 p' 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' N 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. -0• • : 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) � ©'• •' 6=1565,2=1098. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � �� F(1 •'•.eee••••A��\ V\v s'JONAL 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 600 Ib down and 260 Ib up at 3-1-8, 26 Ib down at 5-2-4, 4022 ib down and 931 Ib up at 5-7-8, 26 Ib down at 6-9-12, 1710 Ib down and 344 Ib up at 7-6-12, 600 September 9,2016 Ib down and 260 Ib up at 8-9-12, and 1617 Ib down and 331 Ib up at 9-6-12, and 1785 lb down and 313 Ib up at 11-9-4 on bottom A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 848360398 7456_GL D2 HIP GIRDER 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:02 2016 Page 2 I D:?xfMN5C5NX640BpBS IVnD6yB4Fr-FK8V7xLbVtFZYQxe8GahgKyRFNAW4GXCcVZmUZyfiiF 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, 5-6=-80, 2-6=-20 Concentrated Loads (Ib) Vert: 6=-1785(F) 9=-600(B) 7=-600(B) 12=-13(B) 13= -4022(F)14= -13(B) 15=-1710(F) 16=-1617(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety lnfarmatlan available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts, CA 95610 Job Truss Truss Type Qty Ply 7458 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.34 848360399 7458_GL H1 Half Hip Girder 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 9 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:03 2016 Page 1 ID:?xfMN5C5NX64OBpB SIVnD6yB4Fr-jXitLHMDGANQAa Wrh_5wCXVaLnZVplAMr91K1 ?yfiiE -1-0-0 6-0-0 8-10-8 1-0-0 6-0-0 2-10-8 5x6 - Av19 = 3x6 = Scale = 1:19.3 6-0-0 2-10-8 Plate Offsets (X,Y)-- [2:0-2-11.0-1-81,[3:0-3-0,0-3-01,14:0-3-8,0-4-01, [7:0-3-0,0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.02 7 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.04 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.01 7 >999 240 Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 165OF 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-6: 2x6 SPF 210OF 1.8E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=837/0-5-8,9=1244/Mechanical Max Horz 2=113(LC 38) Max Uplift 2=-231 (LC 6), 9=-292(LC 6) Max Grav 2=974(LC 24), 9=1244(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1344/252,3-4=-1163/276,6-8=-81/378,4-8=-81/378 BOT CHORD 2-7=-257/1166 WEBS 4-7=-267/1279 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. PDO LIC 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 Q` F A' 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�•� P �� •• •ts� V • 92.0 8) Refer to girder(s) for truss to truss connections. • Q 92 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • CJ ; 2=231, 9=292. 6 O 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 829 Ib down and 226 Ib up at 6-0-0, and 328 Ib down and 92 Ib up at 8-0-12 bottom The design/selection device(s) is the . : : ✓� on chord. of such connection responsibility of others. �� '•• ' �� 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). F ••••••••• N ss�oNaL LOAD CASE(S) Standard September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply 7458 848360399 7458 GL H1 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:03 2016 Page 2 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-jXitLHMDGANQAa Wrh_5wCXVaLnZVplAMr91K1?yf iE LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 6=-328(8) 7=-829(B) ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 7456 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 848360400 745B_GL H2 Half Hip 1 1 Vert(TL) -0.08 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 12 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:10 2016 Page 1 I D:?xfMN5C5NX64OBpBS IVnD6yB4Fr-OtdWpgRcdKGQ VfYBcyjZ_OHgacxOyyHOSIVBm5yfii7 -1-1-04-1-12 1 8-0-0 8-10-8 1-0-0 4-1-12 3-10-4 0-10-8 �Id 4x12 5 6 6x6 II I0A d Scale = 1:21.4 4-1-12 3-10-4 0-10-8 Plate Offsets (X Y)-- (2:0-3-9.0-2-91, I5:0-4-12.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.04 9-10 >999 360 MT20 185/144 1 BCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.08 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.05 12 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -R Wind(LL) 0.02 9-10 >999 240 Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-1-9 REACTIONS. (Ib/size) 2=524/0-5-8, 12=411/Mechanical Max Horz 2=138(LC 7) Max Uplift 2=-133(LC 6), 12=-94(LC 6) Max Grav 2=688(LC 24), 12=502(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-949/108, 4-5=-907/177 BOT CHORD 2-10=-141/787 WEBS 4-10=-421/176, 5-10=-196/871 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. PDQ L/C 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O 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 will fit between the bottom chord and any other members. �� •••••••H S� V •C, P F� %* : 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) 12 except @=1b) f ; 2=133. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • 6766 �� Q:.• • , • • -P, 00. •••••••••••••• ��� ONAL September 9,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 JobTHI Truss Type Qty Ply 745B DOL=1.33 �Monopitch SPACING-2-0-0 CSI. R48360401 745B -GL TCLL 30.0 1 1 Vert(LL) -0.02 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:11 2016 Page 1 I D:?xfMN5C5NX64OBpBSIVnD6yB4Fr-U3BvOOS EOeOH7p7N9fEoXDquZOGohQLXhPEIJYyfii6 4-5-4 4-5-4 5x8 % 4 3x5 11 Axa x4 = 9 Ic d Scale = 1:21.5 1 4-5-4 r 4-5-4 Plate Offsets (X,Y)- (1:0-1-12.0-2-91,[4:0-2-4,0-2-121 DOL=1.33 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) -0.02 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.04 1-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.04 9 n/a n/a ENG\ BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 7 >999 240 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-3-6 REACTIONS. (Ib/size) 1=440/0-5-8, 9=415/Mechanical Max Horz 1=144(LC 7) Max Uplift 1=-73(LC 6), 9=-100(LC 10) Max Grav 1=461(LC 14), 9=472(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-755/100, 3-4=-751/172 BOT CHORD 1-7=-137/649 WEBS 3-7=-361/181.4-7=-188/734 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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. PDO Li 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 joints) 1, 9. Q� F O ••••••. A' ��. � P HFq•••s�� • • 2. a. o�Fss�ONAL ENG\ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTQk' 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, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 DOL=1.33 4-5-4 1 Plate Offsets (X,Y)— [1:0-2-12,0-2-91,[4:0-3-12,0-3-01 3) Unbalanced snow loads have been considered for this design. 848360402 745B—GL H4 Monopitch Girder 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.07 1-7 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:12 2016 Page 1 ID:?xfMN5C5NX64OBpBSiVnD6yB4Fr-yGIHDMTs9xW81yiZjN114RN01 PSpOpGgv3_lryfii5 4-5-4 8-10-8 4-5-4 4-5-4 5x10 3x6 11 2x4 11 Id Scale= 1:21.5 4-5-4 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; 8-10-8 4-5-4 DOL=1.33 4-5-4 1 Plate Offsets (X,Y)— [1:0-2-12,0-2-91,[4:0-3-12,0-3-01 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.07 1-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.15 1-7 >718 240 N TCDL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 9 n/a n/a \ sS/ONA`N' BCLL 0.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.05 1-7 >999 240 Weight: 36 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-3-6 REACTIONS. (Ib/size) 1=746/0-5-8, 9=595/Mechanical Max Horz 1=144(LC 7) Max Uplift 1=-143(LC 6), 9=-141 (LC 10) Max Grav 1=768(LC 14), 9=653(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1263/216, 3-4=-1239/284 BOT CHORD 1-7=-244/1115 WEBS 3-7=-300/203, 4-7=-319/1301 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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. PDO Ll� 6) Refer to girder(s) for truss to truss connections. �� •� .1000.. F4/ S� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=143, 9=141. �\� .• h • V 000 P Fj4i; e• Q 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 194 Ib down and 52 Ib up at • Q 92 2-0-12, and 293 Ib down and 76 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. • 6 D ; 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N LOAD CASE(S) Standard : 0, '•� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 '••eee••' Uniform Loads (pit) Vert: 1-4=-80, 1-5=-20 \ sS/ONA`N' Concentrated Loads (lb) Vert: 10=-194(F) 11=-293(F) September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mnek® 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/TPll 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 Citru5 Heights,CA 95610 Job Truss Truss Type Qty Ply 7458 Plate Offsets (X,Y)-- 14:0-2-0.0-0-01 [7:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. 848360403 745B -GL H5 Half Hip Girder 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.03 2-7 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:13 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-QS IfRhTUwFe?M6HmH4GGcev8kpy_9HQgBjjrNQyfii4 I -1-0-0 -4- 6-0-0 78 1-0-0 6-0-0 1-4-8 5x6 = 3x4 = 6x6 = I6 d Scale = 1:18.2 3x4 = 7-6-0 6-0-0 -4-8 r 6-0-0 1-4-8 Plate Offsets (X,Y)-- 14:0-2-0.0-0-01 [7:0-3-8,0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.01 2-7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.03 2-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.01 2-7 >999 240 Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, 3-4:2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 4=1039/Mechanical, 2=602/0-5-8 Max Horz 2=124(LC 7) Max Uplift 4=-238(LC 6), 2=-178(LC 6) Max Grav 4=1067(LC 24), 2=740(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-677/99, 3-4=-544/137 BOT CHORD 2-7=-119/537 WEBS 4-7=-216/1146 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. PD 0 Ll 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O F A 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. Q11•� P H� •� sF V R2• 0 • 0. 00 8) Refer to girder(s) for truss to truss connections. U 92 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=238, 2=178. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6766 m 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. • 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 848 Ib down and 232 Ib up at •• � GV 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 0� ••• •.• 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). F ••••••••'\ s810NM-EN LOAD CASE(S) Standard September 9,2016 A WARNING - Vadfy desfgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 848360403 7458 GL H5 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:13 2016 Page 2 ID:?xfMN5C5NX640BpBS IVnD6yB4Fr-QS IfRhTUwFe?M6Hm H4GGcev8kpy_9HQg8jjrNQyrii4 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 7=-848(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 745B SLIDER Left 2x4 HF Stud 2-5-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 848360404 745B_GL H9 Monopitch 7 1 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.03 2-6 >999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:13 2016 Page 1 ID:?xfMN5C5NX640BpBS IVnD6yB4Fr-QS IfRhTUwFe?M6HmH4GGcevFXpyE9N9g8jjrNQyfii4 -10-0 5-0-0 1-0-0 5-0-0 Scale = 1:14.4 3x5 11 Plate Offsets (X Y)- [2:0-2-9,0-2-91, [4:0-2-13,0-0-81 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 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) -0.03 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.07 2-6 >760 240 TCDL 10.0 * Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.00 2 **** 240 Weight: 18 Ib FT=20% BCDL 10.0 • 6M� lo NA1-E_ ' 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=234/0-1-8, 2=325/0-5-8 Max Horz 2=103(LC 9) Max Uplift 4=-52(LC 10), 2=-104(LC 6) Max Grav 4=258(LC 15), 2=333(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) NU 0 Llc F41 2=104. oe� 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. •••'•••H'••• F p' FR2•• 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Q a 10 • 0 �• 2' • • 6M� lo NA1-E_ ' September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 101032015 BEFORE USE. Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) 848360405 745B -GL H12 Half Hip Girder 1 1 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.02 2-6 >999 240 0 CIr;F� BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 4-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:04 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-BjGFYdMr1 UVHn1<51 Fhc9111jKBvvYleV4p2tZSyfiiD Scale= 1:14.7 4x6 = 3x4 = NOTES - 4-0-0 4-0-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 6-6-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.02 2-6 >999 240 0 CIr;F� BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.01 8 n/a n/a V 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 22 Ib FT = 20 LUMBER- BRACING - . : CV �� '•• TOP CHORD 2x4 SPF No.2 ••' \� F •••.••••• \\ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=440/0-3-8, 8=429/0-1-8 Max Horz 2=77(LC 7) Max Uplift 2=-121(LC 6), 8=-81(LC 6) Max Grav 2=541 (LC; 24), 8=429(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-488/18, 5-7=0/264, 4-7=0/264 BOT CHORD 2-6=-34/373, 5-6=-41/362 WEBS 3-5=-352/19 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 0 CIr;F� will fit between the bottom chord and any other members. O�Pp •••• ••• 8) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q\; •••• fi S� P F9�•• capacity of bearing surface. V 0.0 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. V 92 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 8 except (jt=1b) 2=121. ; ; 6766,0' 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. . ; 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 Ib down and 82 Ib up at• 6-0-12 on top chord, and 86 Ib down at 4-0-0, and 63 Ib down at 6-0-12 on bottom chord. The design/selection of such connection . : CV �� '•• device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ••' \� F •••.••••• \\ SS�OiVAI. E�Ca LOAD CASE(S) Standard September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. " Design valid for use only with M TekO 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 846360405 7458_GL H12 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:04 2016 Page 2 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-BjGFYdMr1 UVHnk51 Fhc9111jKBvvYleV4p2tZSyfiiD LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80.2-5=-20 Concentrated Loads (lb) Vert: 4=-110(F) 5=-31(F) 6=-43(F) AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MRI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSII -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type City Ply 7458 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E 848360406 745B GL H13 Half Hip 1 1 except end verticals. WEBS 2x6 SPF 1650F 1.5E 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:05 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-fvgdlyNTooe7PtgDpP7OHyazcbB7HmAelTn05uyfiiC - -0-0 5-9-0 -0-0 6-6-0 1-0-0 5-9-0 -3-0 0-6-0 8x12 = 3-2-15 3-3-1 06 = Scale= 1:16.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.17 BC 0.37 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.07 2-4 >999 360 -0.17 2-4 >403 240 0.00 5 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E O LICFy TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 Q� •••• 5 P' �R2•' O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x6 SPF 1650F 1.5E 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud ry capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. • :• • GV REACTIONS. (Ib/size) 2=392/0-3-8,5=283/0-1-8 � 2=1 26. , sirua. o Max Horz 2=100(LC 7) Max Uplift 2=-126(LC 6), 5=-64(LC 10) Max Grav 2=408(LC 15), 5=321(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-263/99 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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., 3) Unbalanced snow loads have been considered for this design. O LICFy 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 OQ,PD ��•• ••• SF non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. Q� •••• 5 P' �R2•' O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .00 ; 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 2 will fit between the bottom chord and any other members. 66 • 8) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ry capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. • :• • GV 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except 0t=1b) � 2=1 26. , sirua. o September 9,2016 A INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII.7473 rev. 10/07/2015 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 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty 7456 OTHERS 2x4 HF Stud LOADING (psf) SPACING- �Pfy� 848360407 745B -GL H14 Monopitch 2 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:05 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-fvgdlyNTooe7PtgDpP7OHyagJbAvHmAelTnQ5uyrliC 1-0-0 6-6-0 5x8 = Scale= 1:16.6 2x4 = 3x4 = 6 Plate Offsets (X,Y)-- f3:Edge,0-2-31 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF Stud 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 0.76 Vert(LL) -0.07 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(TL) -0.19 2-4 >406 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 6 n/a n/a ee* VOA •5 . FiF4, BCLL 0.0 ' BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 4 >999 240 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=413/0-3-8, 6=270/0-1-8 Max Horz 2=100(LC 7) Max Uplift 2=-120(LC 6), 6=-72(LC 10) Max Grav 2=432(LC 15), 6=307(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ND O LIC 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. s 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb)�•• 2=120. ee* VOA •5 . FiF4, �CCd O y• 2: 6°E -o e e. o�Fss�0NAL September 9,2016 AWARN/NG - Ver(ry 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type City Ply 7456 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360408 745B -GL H15 Hip Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:06 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-86NOz105Z5m_11 FPN6edgA77f?ZOODaoX7X_dKyfiiB -1-0-0 3-0-0 5-2-0 8-2-0 1-0-0 3-0-0 2-2-0 3-0-0 5x6 = A nn 46 = Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(TL) -0.03 9-10 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.01 9 >999 240 Weight: 34 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x6 SPF 1650F 1.5E 2-2-6, Right 2x6 SPF 1650F 1.5E 1-9-13 REACTIONS. (Ib/size) 2=515/0-3-8, 7=519/0-3-8 Max Horz 2=-21 (LC 47) Max Uplift 2=-134(LC 6), 7=-137(LC 7) Max Grav 2=594(LC 27), 7=601 (LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-766/103, 4-5=-632/125, 5-7=-783/116 BOT CHORD 2-10=-66/630, 9-10=-71/622, 7-9=-75/639 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=134,7=137. 9) Graphical puriin 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) 74 Ib down and 73 Ib up at 5-2-0 on top chord, and 43 Ib down at 3-0-0, and 43 Ib down at 5-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 5-8=-80, 2-7=-20 •C P' E2Q;L ;F0 o y. 2. 6766 ° Z • • QZ September 9,2016 A WARNING - verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type City Ply 7458 848360408 745B_GL H15 Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:06 2016 Page 2 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-86NOz105Z5m_11 FPN6edgA77f?ZOODaoX7X_dKyfiiB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-1 5(B) 1 0=-22(B) 9=-22(B) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ° a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply 7456 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 848360409 7456 GL H16 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:07 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4FrcixOAePjKPureBgcwg9sNNflgOwQlfbxmnGXAnyfiiA 4-1-0 8-2-0 i 9-2-0 4-1-0 4-1-0 1-0-0 Scale= 1:16.9 4x6 = 4 On FIT Plate Offsets (X,Y)- [1:0-0-0.0-1-81,[5:0-0-0.0-2-51 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; 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 0.25 Vert(LL) -0.01 5-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 5-7 >999 240 5=131. TCDL 10.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a 7661°Z BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) -0.00 7 >999 240 Weight: 30 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. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 2-1-3, Right 2x6 SPF 1650F 1.5E 2-1-3 REACTIONS. (Ib/size) 1=403/0-3-8, 5=493/0-3-8 Max Horz 1=29(LC 10) Max Uplift 1=-72(LC 6), 5=-131(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-594/76, 3-5=-613/83 BOT CHORD 1-7=-37/492. 5-7=-37/492 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) ND O L/C RR� 5=131. ����..... •. �rYs VOA .C:) P. HF,q�• F© .O y. 2: 7661°Z .g o�Fss��NAI. EN�� September 9,2016 ,& WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design volid for use only with M7eM connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 DOL=1.33 3-4-4 Plate Offsets (X,Y)— 11:0-1-12,0-2-91 3) Unbalanced snow loads have been considered for this design. 848360410 7456 GL H17 Common 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 5-6 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:08 2016 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-4UVmO_QM5jOiGLPoUXg5vbC S PoGdU6X5?RO5iDyfii9 4-1-0 2-7-8 4x8 = 3x5 11 3x4 = Scale = 1:14.4 3-4-4 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 6-8-8 3-4-4 DOL=1.33 3-4-4 Plate Offsets (X,Y)— 11:0-1-12,0-2-91 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) 0.01 5-6 >999 240 n/: TCDL 10.0 Rep Stress Incr YES WS 0.09 Horz(TL) 0.00 5 n/a n/a EN BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) -0.00 6 >999 240 Weight: 24 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 2-0-13 REACTIONS. (Ib/size) 1=328/0-3-8, 5=328/Mechanical Max Horz 1=39(LC 7) Max Uplift 1=-61(LC 6), 5=-56(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-419/40 BOT CHORD 1-6=-27/331, 5-6=-49/293 WEBS 3-5=-357/52 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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, 5. NO 0 L'CF�S VOA 5 p . HFR 00 FO 0. ' z2: • 66 m: n/: .� -P,e sS�ONA1 EN September 9,2016 AWARNING • Verfly design parsmefers and READ NOTES ON THIS AND INCLUDED Il REFERENCE PAGE MII-7473 rev. 10/032075 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 LUMBER- 2) TOLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. 848360411 745B_GL H18 Roof Special 1 1 2x4 SPF No.2 will fit between the bottom chord and any other members. except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-2, 4-5. WEBS 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:09 2016 Page 1 I D;?xfMN5C5NX640BpBS IVnD6yB4Fr-Yh38bKQ_sO8ZuV_2EC KSolfgCdGDYJED51eEfyfii8 2-6-2 4-1-05-7-14 + 6-8-8 2-6-2 1-6-14 1-6-14 1-0-10 4x6 = 4.00 12 M 9 2x4 11 2x4 11 Scale= 1:15.2 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 0.16 BC 0.10 WB 0.18 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 8 >999 360 0.01 7-8 >999 240 0.00 6 n/a n/a 0.00 8 >999 240 PLATES GRIP MT20 185/144 Weight:281b FT=20% LUMBER- 2) TOLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 will fit between the bottom chord and any other members. except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-2, 4-5. WEBS 2x4 HF Stud PD 0 �IC F'Us BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=321/0-3-8, 6=321 /Mechanical 0 2: Max Horz 9=44(LC 9) :rt 66 /v: Max Uplift 9=-65(LC 6), 6=-54(LC 7) Max Grav 9=330(LC 28), 6=326(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-306/75,1-2=-449/70,2-3=-465/80, 3-4=-295/55, 4-5=-279/44, 5-6=-320/54 BOT CHORD 7-8=-52/302 WEBS 1-8=-86/487, 2-8=-299/91, 5-7=-52/397 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 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) 9, 6. PD 0 �IC F'Us 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QQ' 0 2: :rt 66 /v: o�s6/0NAI. September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informailon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 745B (loc) I/deft L/d TCLL 30.0 (Roof Snow=3 Plate Grip DOL 848360412 7456 GL H19 Flat 1 1 360 10) TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 5-3-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:09 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Yh38bKQ_sO8ZuV_2EC KSoIZOCatDanED5leEfyfii8 4 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 (Roof Snow=3 Plate Grip DOL 1.15 TC 0.56 Vert(LL) 0.04 3-4 >999 360 10) TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.09 3-4 >657 240 BOLL 0.0n Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a orni �n Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 4 `•" 240 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=248/Mechanical, 3=248/Mechanical Max Horz 4=84(LC 7) Max Uplift 4=-67(LC 4), 3=-67(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:14.2 PLATES GRIP MT20 185/144 Weight: 21 Ib FT = 20% BRACING - TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. DO CreF'�s G�; g F' NFR,L• SFO QZ- O ti. o�V�;4NAl-�E��� September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. eenee Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I1 Quality Criteria, DSII -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 8 >999 360 848360413 7458 GL J1 Diagonal Hip Girder 2 1 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:14 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-veslel U6gZms_GsyronV9sSUIDKQupvzNNTPvtyfii3 -1-5-0 i 3-2-3 1 6-4-5 1-5-0 3-2-3 3-2-3 6x6 % Scale = 1:15.7 2.4 11 2x4 11 3-2-3 3-1-6 0- 3 LOADING (psi) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 8 >999 360 MT20 197/144 1 TCLL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 Matrix -S Wind(LL) 0.01 8 >999 240 Weight: 27 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 *Except* BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 2-9: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 9=411/0-7-6, 7=66/Mechanical, 4=246/Mechanical Max Horz 9=110(LC 7) Max Uplift 9=-192(LC 6), 4=-11 O(LC 10) Max Grav 9=433(LC 15), 7=124(LC 5), 4=290(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-413/198, 2-3=-366/129, 3-4=-369/161 WEBS 2-8=-97/331, 3-8=-272/110, 4-8=-176/392 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) 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. ND 0 LlC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Q� .0.000.,F. 0 9=192,4=110. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �\�.0 P H•••� F V 9 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib up at 2-9-8, 45 Ib up at 2-9-8, and 39 Ib down at 5-7-7, and 39 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is 2 ; the responsibility of others. 660* 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).�� ti LOAD CASE(S) Standard �� :• 0 tV� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �� • 1 • • �� Uniform Loads (plf) Vert: 1-2=-80, 2-4=-80, 4-5=-80, 6-9=-20 �` 0000••••• \ s`S�ONAL Concentrated Loads (lb) Vert: 11=61(F=30, B=30) 12=-39(F=-20, B=-20) September 9,2016 ,& WARNING - Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848360414 7456 GL J2 Jack -Closed 12 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:15 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-NgQPsNVIRsujcQR80Vlkh3?cbdfmdHB7C1 CySJyfii2 4-6-8 1-0-0 4-6-8 2x4 II 2x4 114 Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.02 5-6 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Willi 0.01 5-6 >999 240 Weight: 16 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=318/0-5-8, 3=161/Mechanical, 5=47/Mechanical Max Horz 7=79(LC 6) Max Uplift 7=-96(LC 6), 3=-78(LC 10) Max Grav 7=327(LC 15), 3=183(LC 15), 5=94(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-286/91 Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 7, 3. 6�,NDO LICFys C7 92' 0 01 m2: O• • m• .Q ONA1 September 9,2016 Ail WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0712015 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 iTeiC" 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 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 T714b513 848360415 745B -GL J3 Jack -Closed 4 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:15 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-NgQPsNVIRsujcQR80V Ikh3?eSdgUdHE7cl CySJyfii2 1-0-0 3-11-11 2x4 11 4 2x4 Scale = 1:13.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.01 6 >999 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=71 (LC 6) Max Uplift 7=-93(LC 6), 3=-67(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=-263/88 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; Vu It= 145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. If; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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. y,NDO LIC"N' HF,42 ;FO 92 , 66 rmr, 0:, 0N: .Q sSIONAt _ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. eatte 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 11 '�e l." is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DS11-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 7458 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 848360416 7456_GL J4 Jack -Closed 4 1 BC 0.02 Vert(TL) -0.00 6 >999 240 will fit between the bottom chord and any other members. 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. Thu Sep 08 11:21:16 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-r1_o3jWNCAOaEaOKyCgzEHXsv11 CMkuGghyW_lyfiil I -1-0-0 { 1-11-11 1-0-0 1-11-11 2x4 11 3x9 11 Scale = 1:10.3 LOADING (psf) SPACING- 2-0-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; CSI. DEFL. in (loc) I/dell L/d 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BC 0.02 Vert(TL) -0.00 6 >999 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a NO O LIce�s BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 7 Ib FT = 20 BCDL 10.0 rT°1 v2 n/ : o�FSSi0NAL 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 6-0-0 oc bracing. REACTIONS. (Ib/size) 6=201/0-5-8, 4=-10/Mechanical, 3=62/Mechanical Max Horz 6=65(LC 7) Max Uplift 6=-95(LC 6), 4=-20(LC 14), 3=-12(LC 10) Max Grav 6=201 (LC 15), 4=13(LC 6), 3=63(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, 3. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. NO O LIce�s e• •e GO; C P. FiFS;G ;FO •O y• 2: 66 rT°1 v2 n/ : o�FSSi0NAL September 9,2016 A WARNING. Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7477 rev. 10/03/2015 BEFORE USE. OF Design valid for use only with MTekp 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 to ss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7456 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-6 >984 360 848360417 7456 GL J5 Jack -Closed Girder 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:17 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-J DYAH3 W?ZU8QrkbXWwLCmU4?UQE 05B8Q3Lh3 WCyfiiO -1-0-05-6-0 1-0-0 5-6-0 2x4 II 3x4 = 2x4 11 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.06 2-6 >984 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.12 2-6 >488 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 2-6 >999 240 Weight: 24Ito FT=20% LUMBER- o Q� F s ••• ti BRACING - �� •••••� V 5 P' Fgti. TOP CHORD 2x6 SPF 165OF 1.5E 'a �O O �2• TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E • 6 p ; am Uniform Loads (plf) except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=742/Mechanical, 2=720/0-5-8 ess;;NAI. ti_ Max Horz 2=114(LC 7) Max Uplift 6=-182(LC 10), 2=-209(LC 6) Max Grav 6=777(LC 15), 2=732(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (1t=11b) 6=182, 2=209. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 412 Ib down and 110 Ib up at PO 0 Clc 2-0-12, and 424 Ib down and 114 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the o Q� F s ••• ti responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front or back (B). �� •••••� V 5 P' Fgti. (F) 'a �O O �2• LOADCASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 • 6 p ; am Uniform Loads (plf) • .y ti. Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=-412(F) 9=-424(F) �� '•• , • \� ess;;NAI. ti_ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/072015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 848360418 7458 GL J6 Jack -Closed 11 1 Max Uplift 8=-118(LC 6), 6=-64(LC 10) Max Grav 8=372(LC 15), 6=301 (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. Thu Sep 08 11:21:17 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-JDYAH3W?zU8QrkbXW W LCm U4vwQK15B IQ3Lh3 WCyfii0 -1-0-05-6-0 1-0.0 5-6-0 Scale = 1:17.5 4.6 3 5 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.59 BC 0.17 WB 0.05 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.01 6-7 >999 360 Vert(TL) -0.03 6-7 >999 240 Horz(TL) 0.00 6 n/a n/a Wind(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 185/144 Weight: 18 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-8: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 8=360/0-5-8, 6=266/Mechanical Max Horz 8=131(LC 7) Max Uplift 8=-118(LC 6), 6=-64(LC 10) Max Grav 8=372(LC 15), 6=301 (LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-288/94 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PDO LlC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) QQ� F'Us 8=118.� ••••••.•••• V°,, 5 P "FR2 ;moo C) y. 2: 66 m: a.•• •�� 9� •; FSS NA1 �tJ� September 9,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with 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 Mirek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type 0ty Ply 7456 I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848360419 7458 GL J7 GABLE COMMON 1 1 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:18 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-nP6YU PXdknGHTtAj4dsRJidBlgi6geoZl_Rc2eyfii? i -1-0-03-0-0 8-6-0 1-0-0 3-0-0 5-6-0 3x4 = 15 2x4 11 Plate 14 2x4 11 2.00 12 Scale= 1:18.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 1 n/r 180 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 1 n/r 120 Weight: 25 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, and 2-0-0 oc purlins (6-0-0 max.): 5-8. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 8-6-0. (lb) - Max Horz 15=70(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 15, 9, 14, 13, 12, 11 Max Grav All reactions 250 Ib or less at joint(s) 9, 10, 14, 13, 12 except 15=261 (LC 24), 11=313(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 7-11=-304/90 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 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 a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 9, 14, 13, 12, 11. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 14, 13, 12, 11. 14) Graphical pur in representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �mDO Llc O� ��•••.••�•• S V e .�� ja. hER2 ;FO • O 9 i / .a 66M: • 44N• FsslaNA1-ENG\ September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �t a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane 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 7458 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848360420 745B -GL J8 Half Hip 1 1 Max Uplift 6=-90(LC 6), 2=-142(LC 6) Max Grav 6=432(LC 23), 2=616(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:19 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-FcgwhlYFV50851 kvdLNgsv9JgExPZ3gi WeAAb4yfii_ -1-0-05-0-0 8-6-0 1-0-0 5-0-0 3-6-0 5x6 = Scale= 1:18.7 LOADING (psf) TCLL 30. 1 0 (Roof Snow=3 0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.37 BC 0.50 WB 0.19 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.10 2-7 >951 360 Vert(TL) -0.26 2-7 >379 240 Horz(TL) 0.01 6 n/a n/a Wind(LL) 0.00 7 >999 240 PLATES GRIP MT20 185/144 Weight: 31 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 165OF 1.5E 2-8-13 REACTIONS. (Ib/size) 6=410/Mechanical, 2=504/0-5-8 Max Horz 2=86(LC 7) Max Uplift 6=-90(LC 6), 2=-142(LC 6) Max Grav 6=432(LC 23), 2=616(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-731/170, 4-5=-441/96, 5-6=-413/102 BOT CHORD 2-7=-164/554 WEBS 5-7=-90/506 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for live load 20.Opsf the bottom PDO LICF� a of on 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. �� ••• ••� rs� 'S P' �i42•• Q 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • Q �y ; capacity of bearing surface. 2 ; 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) • 6 ; 2=142. N 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. e • fissIONAt ENS\ September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7479 rev. 10/012015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 745B PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.10 2-7 >958 360 848360421 745B -GL J9 Half Hip 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:20 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-joElv5ZtG P W?iBJ6B2uvO7iTPeHm IXAsllwi6 Wyfihz 8-6-0 1-6-0 � 5x6 = 2x4 4x6 11 Scale = 1:20.1 1�_ Plate Offsets (X Y)-- (2:0-2-12.0-4-61 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.10 2-7 >958 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.26 2-7 >385 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC20121TP12007 Matrix -R Wind(LL) -0.01 7 >999 240 Weight: 37 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 4-5: 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 3-7-10 REACTIONS. (Ib/size) 6=410/Mechanical, 2=504/0-5-8 Max Horz 2=124(LC 7) Max Uplift 6=-94(LC 6), 2=-139(LC 6) Max Grav 6=444(LC 24), 2=657(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-519/35 BOT CHORD 2-7=-62/364, 6-7=-68/307 WEBS 4-6=-504/104 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. 0 f! l 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OQ�ND •• •••• s� 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. �� •e•'• CJ P E��•• e•� 8) Refer to girder(s) for truss to truss connections. 6 (� 9) Bearing at joint(s) 2 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 766 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 0� 2=139. 11) Graphical does depict the the of the along the top and/or bottom chord. . • : : ✓� purlin representation not size or orientation purlin sS�ONAL E� September 9,2016 ,& 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not wt a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®kA 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 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 7458 I/clef] L/d PLATES GRIP TCLL 30.0Plate Grip DOL 1.15 848360422 745B -GL K1 Monopilch Girder 2 1 MT20 185/144 (Roof Snow=30.0)Lumber Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:212016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-B_nh6RaV1 ifsKLullmPBxKEgB2i91?O?yfGezyfihy 5-2-3 1-5-0 5.2-3 6x10 = 2x4 II Ia Scale = 1:14.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] L/d PLATES GRIP TCLL 30.0Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber BCDL 10.0 DOL 1.15 BC 0.16 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 17 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 4=223/Mechanical, 7=392/0-6-4 Max Horz 7=85(LC 7) Max Uplift 4=-60(LC 10), 7=-145(LC 6) Max Grav 4=253(LC 15), 7=41 O(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-264/45, 2-7=-416/164 Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 7=145. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4 Ib down and 8 Ib up at 2-9-8, and 4 Ib down and 8 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 DO LIf00 �F�s Flo V O; FSS�ONAL E��\ September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/032015 BEFORE USE. aaaaa Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 R48360422 7456_GL K1 Monopitch Girder 2 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:21 2016 Page 2 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-B_nh6RaV1 ifsKLuIImP8xKEgB2i91?0?yfGezyfihy LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=2(F=1, B=1) ,&WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360423 7458_GL K2 Monopitch 6 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:23 2016 Page 1 ID:7xfMN5C5NX640 BpBSIVnD6yB4Fr-8NvRX6bmZKvaZf2hsBSc01K3hrQ IVvDIRG8Mjryf hw i -1-0-0 3-8-8 1-0-0 3-8-8 2x4 11 t2 4 Scale = 1:13.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 5 >999 240 DOL=1.33 BCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 5 >999 240 Weight: 14 Ib FT = 20 BCDL 10.0 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 7. Q� ••• fi ••• C > •� P' Fi9�•: : o v• • 2• . LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 6=280/0-5-8, 7=125/Mechanical Max Horz 6=62(LC 7) Max Uplift 6=-92(LC 6), 7=-42(LC 10) Max Grav 6=285(LC 15), 7=134(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-278/110 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PDO LIC 8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q , FjL �•••••� SF capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 7. Q� ••• fi ••• C > •� P' Fi9�•: : o v• • 2• . 6a• /IV .� September 9,2016 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7456 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 848360424 7456 GL K3 Jack -Closed 9 1 BC 0.02 Vert(TL) -0.00 6 >999 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:23 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-8NvRX6bmZKvaZf2hsB Sc01K38rQrVvdIRGBMjryfihw 1-0-0 1-11-11 a 2x4 3x9 Scale = 1:10.3 LOADING (psf) SPACING- 2-0-0 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BC 0.02 Vert(TL) -0.00 6 >999 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a PD 0 LICe BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 7lb FT=20% BCDL 10.0 e .Q LUMBER- SINAL ti BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc puriins, 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) 6=201/0-5-8, 4=-10/Mechanical, 3=62/Mechanical Max Horz 6=65(LC 7) Max Uplift 6=-95(LC 6), 4=-20(LC 14), 3=-12(LC 10) Max Grav 6=201 (LC 15), 4=13(LC 6), 3=63(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 6, 4, 3. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PD 0 LICe O o� ........ • . . V 5 P' FR;�• FO � 2: 766 e .Q SINAL ti September 9,2016 A WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev, 10103/2015 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 ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Q7tyPly PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20 745B848360425 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 44-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K4 Diagonal Hip Girder 31 Max Horz 8=85(LC 7) Max Uplift 8=-161(LC 6), 4=-397(LC 15), 6=-267(LC 10) Max Grav 8=322(LC 15), 4=173(LC 10), 6=588(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:24 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4FrcZTpIScOKdl RBodtQuzrZzsCnFkoEMeRgwuwFlyfihv -1-5-0 I 4-4-5 1-5-0 4-4-5 2x4 II 8 3x4 = 5 Scale: V=1' LOADING (psf) TCLL 30.0 (Roof Snow=3 0) BCDL 1 0.0 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 IRC2012/TPI2007 CSI. TC 0.23 BC 0.10 WE 0.02 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.01 6-7 >999 360 Vert(TL) -0.01 6-7 >999 240 Horz(TL) -0.01 4 n/a n/a Wind(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 197/144 Weight: 15 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 44-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 8=313/0-7-6, 4=-332/Mechanical, 6=497/Mechanical Max Horz 8=85(LC 7) Max Uplift 8=-161(LC 6), 4=-397(LC 15), 6=-267(LC 10) Max Grav 8=322(LC 15), 4=173(LC 10), 6=588(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-304/144, 3-6=-584/246 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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) except (jt=1b) 8=161, 4=397, 6=267. PDO Ll� F� eJQ� �•••••• ••• S� 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib up at 2-9-8, and 45 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �\ ••• Fi V •: P F9 ••• 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 66 p 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 N Uniform Loads (plt) Vert: 1-2=-80, 2-3=-80,3-4=-80, 5-8=-20 •• Concentrated Loads (lb) .' �� �� �• .� \� ••••.••••'� Vert: 10=61(F=30,B=30) F \\ ONAL t" September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE, Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Qty Ply 7456 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 848360426 745B K5 Diagonal Hip Girder 2 1 -GL Max Grav 7=381(LC 15), 3=196(LC 15), 5=68(LC 5) 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. Thu Sep 08 11:21:25 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-4m 1 ByodO5x9lpyC3_bU45AP12f4kzpsbvadTnkyfihu -1-5-0 5-0-12 150 5012 2x4 11 Scale = 1:14.1 2x4 11 7 2x4 114 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 0.52 BC 0.12 WB 0.02 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) 0.03 5-6 >999 360 Vert(TL) -0.02 5-6 >999 240 Horz(TL) 0.01 3 n/a n/a Wind(LL) 0.02 5-6 >999 240 PLATES GRIP MT20 197/144 Weight: 17 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-7: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 7=364/0-7-6, 3=168/Mechanical, 5=17/Mechanical Max Horz 7=65(LC 6) Max Uplift 7=-171(LC 6), 3=-78(LC 10), 5=-14(LC 6) Max Grav 7=381(LC 15), 3=196(LC 15), 5=68(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-362/137 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 5 except OI=Ib) NO O LIC 7=171. sF 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib up at 2-9-8, and 45 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. tJ\ �••• P �•HE •�� V ��•e • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q ; 2: LOAD CASE(S) Standard66 Isf ° 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 4-7=-20 Concentrated Loads (lb) �� ••• �•• �� Vert: 1 0=61 (F=30, B=30) F '••••.••' \ sS�ONM- ENS September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev, 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 145B I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 848360427 7456_GL K6 Jack -Closed 5 1 MT20 185/144 1 TCDL 10.0 Lumber DO L 1.15 BC 0.06 Vert(TL) -0.01 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:26 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Yyba98desFH9Q6nFYJ?JeOyZr3RviGOk7EN1 KAyfihl 1-0-0 3-1-8 2x4 11 4 2x4 Scale = 1:12.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 6 >999 360 MT20 185/144 1 TCDL 10.0 Lumber DO L 1.15 BC 0.06 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=253/0-5-8, 3=99/Mechanical, 5=33/Mechanical Max Horz 7=59(LC 7) Max Uplift 7=-88(LC 6), 3=-49(LC 10) Max Grav 7=257(LC 15), 3=108(LC 15), 5=66(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-1-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. v��e,PpO LI�F� "N"qN" P FR. • CC,'. 66 "• :- N .� �FSS�ONAI. September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCL(Roo 30.0 (Roof Snow=30.0) R48360428 7456_GL K7 Jack -Closed 1 1 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 6 >999 240 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:26 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Yyba98desFH9Q6nFYJ?JeOyal3RviG3k7EN1 KAyfiht 3-1-8 2x4 11 4 2x4 Scale= 1:12.2 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 3=214,5=150. �6Q,ND 0 LICF�s 5 P' HER2 ;FO 01 92 : o. O�FSS�0NA1 September 9,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411-7473rev. 10/0711015 BEFORE USE, Design valid for use only with MiTekOO 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 Bye iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 1-0-0 1-0-0 3-1-8 2-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCL(Roo 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 6 >999 240 Weight: 11 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 7=118/0-5-8, 3=-213/Mechanical, 5=388/Mechanical Max Horz 7=79(LC 7) Max Uplift 7=-16(LC 6), 3=-214(LC 14), 5=-150(LC 10) Max Grav 7=118(LC 14), 3=103(LC 6), 5=391 (LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-358/165 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=1b) 3=214,5=150. �6Q,ND 0 LICF�s 5 P' HER2 ;FO 01 92 : o. O�FSS�0NA1 September 9,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11411-7473rev. 10/0711015 BEFORE USE, Design valid for use only with MiTekOO 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 Bye iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job TrussJZkCISecl ss Type Qty Ply 745B (Roof Snow=3 () Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1-5 >999 360 848360429 7456 GL K8 Girder 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 5 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0,80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:27 2016 Page 1 I D:?xfMN5C5NX640BpBS IVnD6yB4Fr-089yN UeGdYP02GMS50WYAbUlwSl5RjduMu6ascyfihs 3-1-8 3-1-8 1F.Til 7 4x6 = 3x6 11 4 Scale = 1:12.2 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 () Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1-5 >999 360 MT20 185/144 1 0.0 BCDL 1 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.01 1-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 1-5 >999 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x8 SPF 195OF 1.7E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=542/0-5-8, 5=397/Mechanical Max Horz 1=68(LC 7) Max Uplift 1=-97(LC 6), 5=-82(LC 10) Max Grav 1=542(LC 14), 5=400(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 650 Ib down and 127 Ib up at 1-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 1-4=-20 Concentrated Loads (lb) Vert: 7=-650(F) ?,PpO LI�eT�" , co; C3 P. HFR2 ;FO 2• •`� • 66 N• prig, uZEV September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411.7473 rev. 10/03/2015 BEFORE USE. li Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �v a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Ctrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 I/deft L/d PLATES GRIP TCLL 30 (Roof Snow=3 0)) Plate Grip DOL 1.15 848360430 745B_GL K9 Jack -Closed 4 1 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 0 d C5 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:27 2016 Page 1 ID:?xfMN5C5NX640BpB S IVnD6yB4Fr-089yNUeGdYP02GMS50WYAbUiOSmgRjEuMu6ascyfihs 1-0-0 7 2x4 11 4 2x4 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30 (Roof Snow=3 0)) Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 6 >999 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 6 >999 240 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 7=276/0-5-8, 3=121/Mechanical, 5=38/Mechanical Max Horz 7=65(LC 6) Max Uplift 7=-91 (LC 6), 3=-60(LC 10) Max Grav 7=281 (LC 15), 3=135(LC 15), 5=75(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to 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 ��ND O Ll��cti 5 P. HF,42 ;FO _c4 O y; c 2• 66 m ti. o�FSS��NAL E��\ September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360431 7456 GL K10 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:212016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-B_nh6RaV1 ifsKLulImP8xKEkK2kH1?8?yfGezyfihy OEM 3 12x4 x9 ' Scale = 1:10.3 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 0.05 Vert(LL) -0.00 4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 4 >999 240 Weight: 6lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 4=91/0-5-8, 3=23/Mechanical, 2=68/Mechanical Max Horz 4=37(LC 7) Max Uplift 4=-8(LC 6), 2=-35(LC 10) Max Grav 4=91(LC 1), 3=35(LC 5), 2=68(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 10/072015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 7 >999 360 848360432 7456 GL K11 Jack -Closed 4 1 BCLL 0.0 Rep Stress Incr YES WB 0.00 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. Thu Sep 08 11:21:22 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-gB L3Kma8oOnjyVTUJTxNTYnuOR4Tm SO9DcPpBPyfihx -1-0-0 1-11-11 1-0-0 1-11-11 2x4 II Ia16A Scale = 1:10.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 7 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 7 >999 240 Weight:7lb FT=20% LUMBER- HF,S,2 ;FO BRACING - O y. TOP CHORD 2x4 SPF No.2 2: TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 "0 se .� except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 7=203/0-5-8, 6=15/Mechanical, 3=57/Mechanical Max Horz 7=47(LC 7) Max Uplift 7=-82(LC 6), 3=-34(LC 10) Max Grav 7=204(LC 15), 6=39(LC 5), 3=59(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide truss to bearing 100 lb 7, 3. ND O LicF' ^, mechanical connection (by others) of plate capable of withstanding uplift at joint(s) �Q�••eeeeeee us HF,S,2 ;FO O y. 2: e • m• "0 se .� S��NAIa. September 9,2016 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 MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Qty Ply 7456 I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360433 745B_GL L1 Diagonal Hip Girder 2 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.17 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:28 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-ULjKagfvNsXtgQxefkl njpl res5kAAtl bYs703yfihr i -1-5-0 4-2-3 r 1-5-0 4-2-3 0 6 d 3x5 11 2x4 11 5 Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.01 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL1.15 BC 0.17 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 6 "" 240 Weight: 151b FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 1-11-7 REACTIONS. (Ib/size) 4=145/Mechanical, 6=45/Mechanical, 2=336/0-7-6 Max Horz 2=59(LC 10) Max Uplift 4=-72(LC 10), 2=-126(LC 6) Max Gray 4=166(LC 15), 6=89(LC 5), 2=348(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=126. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down and 39 Ib up at 2-9-8 on top chord, and 6 Ib down at 2-9-8, and 6 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=80,2-5=20 �mID O LIc ••F2so O •• P••MF '•. F 001 e 6 U MO • • ��sS/ONAL E� September 9,2016 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �x a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSII 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 Heilthils, CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848360434 7458 GL L2 Diagonal Hip Girder 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:29 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-yXGioAgX8AfkHaVgDRZOGOax7GP7vd6BgCbhwVyfihq -1-5-05-7-2 1-5-0 5-7-2 2x4 11 Scale = 1:13.3 3x4 = 2x4 II 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.04 2-5 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.09 2-5 >649 240 BCLL 0.0 • Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wnd(LL) 0.00 5 •••• 240 Weight: 16 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF N0.2 WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ib/size) 3=184/Mechanical, 5=55/Mechanical, 2=421/0-8-6 Max Horz 2=77(LC 6) Max Uplift 3=-89(LC 10), 2=-158(LC 6) Max Grav 3=218(LC 15), 5=111(LC 5), 2=441(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=158. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 Ib down and 31 Ib up at 2-9-8 on top chord, and 6 Ib down at 2-9-8, and 6 Ib down at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 2-4=-20 ��pDO Llc 0 y• • 6MO: /v: �s Q �Fss/ONAL E��\ September 9,2016 ,& WARNING - Verity 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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �8 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 745B TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 848360435 7458 GL L3 Jack -Closed 2 1 Max Uplift 4=-59(LC 10), 2=-83(LC 6) Max Grav 4=113(LC 15), 6=66(LC 5), 2=241 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o (tonal Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:30 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-Rjg4?Vh9vTnavj4l n94FoE6Edgnke3MK2sLETxyfihp 1-0-0 3-0-0 3x5 11 2x4 11 5 Scale = 1:11.2 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 IRC2012fTP12007 CSI. TC 0.15 BC 0.07 WB 0.00 Matrix -R DEFL. in (loc) I/clef! L/d Vert(LL) -0.00 2-6 >999 360 Vert(TL) -0.01 2-6 >999 240 Horz(TL) 0.00 4 n/a n/a Wind(LL) 0.00 6 "`•` 240 PLATES GRIP MT20 185/144 Weight: 11 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-6 REACTIONS, (!b/size) 4=104/Mechanical, 6=33/Mechanical, 2=238/0-5-8 Max Horz 2=60(LC 10) Max Uplift 4=-59(LC 10), 2=-83(LC 6) Max Grav 4=113(LC 15), 6=66(LC 5), 2=241 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 !b uplift at joint(s) 4, 2. 0 t/CF�s �o�,ND V � P' FiF'4•e•• O 2: 66,°• .� ss�ONAL September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlierlo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.28 848360436 7456 GL L7 Jack -Closed 2 1 BC 0.13 Vert(TL) -0.02 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 6.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:31 2016 Page 1 I D:?xfM N5C5NX64OBpB S IVnD6yB4Fr-vvOS DrhngnvRXtfDKsbULRfNK474N WcTH W4n?Oyfiho -1-0-0 f 4-0-0 1-0-0 4-0-0 2x4 = 2x4 II r Scale: V=11' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.13 Vert(TL) -0.02 2-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012rTP12007 Matrix -R Wind(LL) 0.00 5 "" 240 Weight: 12 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=138/Mechanical, 5=41 /Mechanical, 2=293/0-3-8 Max Horz 2=77(LC 6) Max Uplift 3=-72(LC 10), 2=-100(LC 6) Max Grav 3=155(LC 15), 5=83(LC 5), 2=300(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 2=100. i y ND 0 L/C:�' �O.0 N. HF,q� SFO O0 2. • 6766 Nm: . 00 September 9,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/072015 BEFORE USE. Design valid for use only with 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 verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 74511 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP 848360437 745B_GL L8 Jack -Closed 4 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-6 >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. Thu Sep 08 11:21:31 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-vvOSDrhngnvRXffD KsbULRfQZ48VN WcTH W4n?Oyriho 1-0-0 1-11-11 3x5 11 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 (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 2-6 >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: 9lb 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=192/0-3-8, 6=20/Mechanical, 4=66/Mechanical Max Horz 2=44(LC 10) Max Uplift 2=-74(LC 6), 4=41 (LC 10) Max Grav 2=192(LC 15), 6=39(LC 5), 4=68(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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, 4. O LIC�R OND .*woo..•• S Q� �.:5 00 2: 766,°„: icy • �, 08 ONAL September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 BL A �Tek' 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 M 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 745B I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360438 7458 GL L10 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:29 2016 Page 1 ID:7xfMN5C5NX64OBpB S IVnD6yB4Fr-yXGioAgX8AfkHaVgDRZOGOa4zGT2vd6BgCbhwVyfihq 1-0-0 1-11-11 2x4 = Scale = 1:8.6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 7 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical Max Hoa 2=47(LC 6) Max Uplift 2=-81(LC 6), 3=-36(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 3. September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 848360439 745B_GL S1 Diagonal Hip Girder 2 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 0811:21:32 2016 Page 1 I D:?xfMN5C5NX64OBpB S I VnD6yB4Fr-N6yrOBiP R51181 E Pua6jtfC WOTQQ6vodWAgLXgyf hn 1 -1-1-04-2-9 6-5-1 i 1-5-U 4-2-9 4-2-9 Scale= 1:18.1 2x4 11 5 6 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.02 9 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 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 IRC2012/TPI2007 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 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x4 SPF No.2 2-1-4 REACTIONS. (Ib/size) 8=480/Mechanical, 2=555/0-7-6 Max Horz 2=118(LC 7) Max Uplift 8=-103(LC 10), 2=-168(LC 6) Max Grav 8=533(LC 15), 2=577(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-904/150 BOT CHORD 2-9=-151/801, 8-9=-151/801 WEBS 4-8=-848/190 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=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) except (jt=1b) 8=103,2=168. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 109 Ib down and 86 Ib up at 5-7-7 on top chord, and 6 Ib down at 2-9-8, 6 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. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 5-6=-80, 2-7=-20 ••••••••••• cT� og P' HF92 ;Fo o y. • V Z • 6 O • X ""ANAL ENG\�� September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 848360439 745B_GL S1 Diagonal Hip Girder 2 1 Job Reference (option Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:32 2016 Page 2 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-N6yrQBiPR51181 EPua6jtfCWOTQQ6vodWAgLXgyfihn LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-50(B) 13=-29(F=-14, B=-14) ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 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 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 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360440 7456 GL S2 Jack -Closed 2 1 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:33 2016 Page 1 I D:?xfMN5C5NX64OBpB SIVnD6yB4Fr-rl WDdXj1 C099mBpcS HdyQskb2t12rQ6mlgZu3Gyfihm -J –0-0 6-0-0 1-0-0 6-0-0 Scale = 1:17.5 2x4 4 5 3x5 6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.16 2-7 >428 240 DOL=1.33 BCDL 1 0.0 1 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 — 240 Weight: 21 Ib FT = 20% BCDL 10 .0 2=111. VO�•0 P hF9•'.sFQ 2: o. 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=123(LC 7) Max Uplift 7=-72(LC 10), 2=-111(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=-285/110 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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. ND O LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 0� ••••••• F� 2=111. VO�•0 P hF9•'.sFQ 2: o. • m• o�FSS/0NA`I­ September 9,2016 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7477 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 145B CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roo f Snow=30.0) 848360441 7458 GL S3 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.20 1-5 >357 240 BCDL 0.0 ' Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 iI 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:33 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-rIWDdXjt CO99mBpcSHdyQskZ5tklrQ6mlgZu3Gyfihm 6-5-0 6-5-0 2x4 11 2 3 3x4 = 2x4 11 Scale = 1:17.5 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 5. �o�PD 0 tICF�s ••eeeee• C) • Vim, 5 P' H�,q2 ;FO �. of 2• o. • M. "b a • •Q ONAL E��\ September 9,2016 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Wek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 6-5-0 6-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roo f Snow=30.0) Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.08 1-5 >893 360 MT20 185/144 TCD10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.20 1-5 >357 240 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.00 1 240 Weight: 18 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=304/Mechanical, 5=332/Mechanical Max Horz 1=124(LC 9) Max Uplift 1=-56(LC 6), 5=-78(LC 10) Max Grav 1=313(LC 14), 5=367(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-301/117 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 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, 5. �o�PD 0 tICF�s ••eeeee• C) • Vim, 5 P' H�,q2 ;FO �. of 2• o. • M. "b a • •Q ONAL E��\ September 9,2016 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with Wek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 2-6 >999 360 848360442 7458 GL S4 Jack -Closed 3 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:34 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-J U4brtkfziH00LOo0_8Bz4Hu2HBdatMwzUJSciyf hl -1-0-03-11-11 1-0-0 3-11-11 3x5 11 2x4 11 ' Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.01 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 IRC2012rrP12007 Matrix -R Wind(LL) 0.00 6 - 240 Weight: 14 Ib FT = 20 BCDL 10.0 7) Refer to girder(s) for truss to truss connections. 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 ;FO y. 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 6°i REACTIONS. (Ib/size) 4=146/Mechanical, 6=43/Mechanical, 2=284/0-5-8 Max Hoa 2=74(LC 10) .Q Max Uplift 4=-78(LC 10), 2=-88(LC 6) Max Grav 4=163(LC 15), 1 5), 2=290(LC 15) ENS\ FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 20.0psf 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 Ib uplift at joint(s) 4, 2. PDO LIC O ��; 5 c- P HER2 o ;FO y. 2. 6°i .Q FSS/ONZ ENS\ September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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/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 Qty Ply 7458 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 848360443 7456 GL S5 Jack -Closed 3 1 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 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep OB 11:21:34 2016 Page 1 I D:?xfMN5C5NX64OBpB S IVnD6yB4Fr-JU4brtkfziH00LOo0_8Bz4HxoHABatMwzUJSciyfihl 1-0-0 1-11-11 3x5 11 Scale = 1:9.5 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 YES Code IRC2012/TP12007 CSI. TC 0.07 BC 0.03 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.00 2 >999 360 -0.00 2-5 >999 240 -0.00 4 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 HF Stud 1-6-8 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. NDID LIC REACTIONS. (Ib/size) 2=198/0-5-8, 5=20/Mechanical, 4=58/Mechanical :F� Max Horz 2=45(LC 10) cr 2' 6766 e Max Uplift 2=-77(LC 6), 4=-38(LC 10) Max Grav 2=199(LC 15), 5=39(LC 5), 4=60(LC 15) s,ONAL.�N��� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) 2, 4. NDID LIC :F� o y. •V cr 2' 6766 e m ti. s,ONAL.�N��� September 9,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE al -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi Tek@ 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 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, DS8.89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 7458 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360444 7456 GL S6 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 4-4-11 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:35 2016 Page 1 ID:?xfMN5C5NX64OBpBSIVnD6yB4Fr-nhez2DklkOPt?Vz_ZifQVHg1 JhUOJKc3C82?89yfihk 3x4 = 2x4 11 3 Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 0.02 1-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 1-4 >999 240 TCDL 10.0 Rep Stress Incr YES W3 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 4 * " 240 Weight: 12 Ib FT = 20 BCDL 10.0_ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=211/Mechanical, 2=171/Mechanical, 4=46/Mechanical Max Horz 1=75(LC 6) Max Uplift 1=-32(LC 6), 2=-85(LC 6) Max Grav 1=214(LC 14), 2=183(LC 14), 4=92(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-4-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Mi Tek® 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 7456 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 848360445 7456 GL S7 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999 240 1 00 TCDL 1. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:36 2016 Page 1 ID:?xfMN5C5NX64OBpB S IVnD6yB4Fr-FtBLGZIwVJXkdeYA7PBf2VMIP5sf2nrDRooYgbyfihj OM 3x5 11 Scale= 1:9.5 Plate Offsets (X,Y)— 11:0-1-12,0-2-91,13:0-2-0,0-0-41 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1-4 >999 240 1 00 TCDL 1. Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 1 .... 240 Weight: 7lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 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) 1=98/0-5-8, 4=20/Mechanical, 3=78/Mechanical Max Horz 1=46(LC 6) Max Uplift 1=-9(LC 6), 3=45(LC 6) Max Grav 1=98(LC 1), 4=39(LC 5), 3=78(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. PDO t/r;F� do •,......... s VOA .� P. H `4' e o e0 ye 66 ° • 0.- -A. September 9,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with Mi ake 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 BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 74513 Plate Grip DOL 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848360446 7456 GL V1 GABLE 1 1 WB 0.11 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 �e 4-6-0 46 = 4.00 12 1-1-8 3x9 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:37 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-k3lkTvmYGdgbFo7Nh7ivaivNrU8lnDOMfSX6C 1 yfihi 6-0-0 IvA = 3-4-8 Scale: 1/2"=1' 8 7 3x4 2x4 2x4 II 3x4 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 0.40 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.24 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Weight: 34 Ib FT = 20 BCDL 10.0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc puffins (6-0-0 max.): 3-5. OTHERS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-0-0. (lb) - Max Horz 1=20(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 6, 8 except 7=-120(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1 except 6=302(LC 29), 8=290(LC 32), 7=666(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/113, 2-3=-281/99, 3-4=-314/104, 4-5=-314/104, 5-6=-366/104 BOT CHORD 1-8=-70/310, 7-8=-70/310, 6-7=-70/310 WEBS 4-7=-541/174 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PDO CIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 6, 8 except •• SF (jt=1b) 7=120. 9) Graphical representation does not depict the size or the orientation of the along the top and/or bottom chord. V P H Eq�•• 0 puffin purlin • • 2• 66 mi AN ss/ANAL September 9,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ekOO 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply7458 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848360447 7458 GL V2 GABLE 1 1 BC 0.21 Vert(TL) n/a n/a 999 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 3-4-8 3x4 = 4.00 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:38 2016 Page 1 ID:?xfMN5C5NX64OBpBS IVnD6yB4Fr-CGJ6hFnA1 xoSsyhZFgD77wSbmuUR WgDVu6HFlUyfihh 4-3-0 2.4 II 3x4 = 3-4-8 Scale= 1:17.6 6 3x4 2x4 II 3x4 Plate Offsets (X,Y)-- 72:0-2-0,Edgej, (4:0-2-0,Edgej 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) n/a n/a 999 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2012rTP12007 Matrix -R 6°• Weight: 24 Ib FT = 20 BCDL 10.0 o�FS0/0NAL LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 2-4. OTHERS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=248/11-0-0, 5=248/11-0-0, 6=424/11-0-0 Max Horz 1=13(LC 10) Max Uplift 1=-61(LC 6), 5=-61(LC 7), 6=-65(LC 6) Max Grav 1=288(LC 26), 5=288(LC 26), 6=485(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-422/123, 2-3=-363/124, 3-4=-363/124, 4-5=-422/121 BOT CHORD 1-6=-97/361, 5-6=-97/361 WEBS 3-6=-366/116 NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 O LIG, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 6. QQ� ����••� F2 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� :� •• P H�'v.��,s�O • 05 , � 6°• o�FS0/0NAL September 9,2016 ,& WARNING - Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and 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 He1uhts. CA 95610 Job Truss Truss Type Qty Ply 7456 PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 848360448 7458 GL V3 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Sep 08 11:21:382016 Page 1 I D:?xfMN5C5NX64OBpB SIVnO6yB4Fr-C GJ6hFnA1 xoSsyhZFgD77wScpuXm WhjVu6HflUyfihh 3-4-8 3-7-8, 7-0-0 3-4-8 0-3-0 3-4-8 Scale = 1:13.0 5x6 4.00 12 2x4 2x4 11 3-7-8 2x4 Plate Offsets (X Y)— [2:0-1-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deFl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -S Weight: 15 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud REACTIONS. (Ib/size) 1=127/7-0-0, 3=125/7-0-0, 4=269/7-0-0 Max Horz 1=-12(LC 11) Max Uplift 1=-33(LC 6), 3=-34(LC 7), 4=-28(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=145mph (3 -second gust) V(IRC2012)=115mph; 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O i' l 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�N� s will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. sJ . ••••••••••• C1 •GJ P' ER�i•• O plate ; .� �• U 2: 66 m: "00Ie.N: .! S��NAL ENG September 9,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 log Citrus Hei his CA 95610 OD w v L7 "T N C D D O D 01) � 0m f � m z D X m Q JQ G1 m N m0 _ O wp�Z mm O Q w() V 1�3G)c Q C D o A\` m'Noo 3Q��Na"QA ' aQ(QD oQ�s3 o_dNyS..iQmQQ�_ ao°Xnm OrnODv 0 o GsQ z N omID DC O6Q 0 D �xo oaac °�°o3°DWOmcDo(D30CoEnN.0 x CD D 3 N c,oo(QQ30Q' CD 6-6 Q o Qo 0�o�cD O3O�N OZNTQ° OO N(D nQ 3 W OD Q -Q _03 0- o'Q��Q�� Q0 . 0 `G 0 Q 3^ 0 meco5. 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(D N N D w H D O n D N C (D VD a N T m V w2-7 O N (n (n (D " 70 z 3 (n A p v z ? o �, _ D T DID m O 80 (DW y (D(Dal� y n a � W m y p m 70 a �' n 3 (D3 CL w °N° Z a 0 N v _ D _ � w D o 0 7 v = O o (� (D z W3-6 � ~ � CD X. 0 0 < Z m 0 9` °° (D D c/) 0 N O (n C4-5 .P ° (D rn N Q TOP CHORD N �O W V P (n A W N ^ O O OD V P N A W N � O 11 ao°� omc N ov n ow - 5' �2 n�(� cc �c sv o`o'� n oan �z s3 g- oa Q tiR 'oo<, �.''<_m o �0�° Q°o mg3 a� 3a3 �'-� o� m� o'O o„o °�<a� �Q C c� om �o° = oo ° �� s n sus f.� � � �� -❑ D 3 5, a �cm :3 �s o = Q N v c n °� ° < (° o m �< m mEF m o o <_. 0' ° m o° 3 m °,o' o m3 ° gn n aOc - x o° ao 3 n °x c °Q m a ° 3 �a m -o m 9' n 3-. N O Q C 3, N -O (O 7 7 O o O 3 O o O- - n N O ° N N n (D 7 C o 3 N 0 (D 0 m. O (p -6 j o c3 no so o na n3 �o mN o m m 33 O3 Nµ0 oQ Vis°(° xQ O -n rn ° s? o o °g 'o m. °5i m� 3-`D o°o �a mm �D mm� o 00 3 00 - O (D < m m m - �Q o Q -N ° oo° mo'o o� sn�'N p= 3 O. s0N N O(� (On O -O' c �. �. -c fl -O �: �N c� ° s 7 N (Dj(O-+ n< ` no N O N O° a; (�-.. O N. C O (D Q c 3 cD 0 �^ j W oy N ° � ,� n OQ � C N 7 a n (° CL s ]' 6 cn G 'c c o�m n 13D, N.� c Qon - a n� ID s oar °� o Qm �Q NO FD m� cmc =°3 0 0� �o os ao � fl m 3 °� s'o� s m2N �° �0aLA. o� � n � c m� ma- ° 3 m ao (°m �° °.o m°n ma �° �� ago -z Nim Cc 5,- 3m o(°o Q W < o W s 0- -07- -a 7] Y 0 0 2 O C Z° O W (o (� N C s O m N (° Q p.. ° (p. C C `—^ O. CC: (° -° (Q D ° i. 33 a 30 'mo �0a �� a y =o o°_ cos vi n 5— oo a o �° ion °5. CD .0n Dm m� gon zo �i� a- aN' a s °o< C. w n n -° (° N O (D Q 7'n n < O O s -=,L- ° m m ' �fl sa 3� - °° g.� �� 0 o o ° m Q.� --o(D (Dm C o N° rc o f. � o 0 o N (D Qo 1-°o F. o �� a•s s � 5 N o ((D(° a3 N 0 0° m o o m o ° m _ on c s ° m so m° f of °n (D ° N n �° 3 a m °� �:3 CD a. CD 3 'ma Cm o s °p o ° c� m� m a �o �_ fo o (D °' o' '_0 3 <, (D m V1 •64I City of 'i . Wfi6atP d Commum Y DEVELOPMENT APPROVED Reviewed for Co&- Com�l�sarse Plans flare VAMNef : The eUvww oJd Pewaa avod/P'la^asDeconwim a rldaedpne/haMshot/rotbeaP~j :ae"am Cit aw104f1 to "wg10 ePMvftw a Gift awkkv code ord(wwC'*y odwnces. Ilennka P� ro sere dlkll(MKy to rrokre acawce/Me P+drbkaat ajthe srwsip COM or ~ ddhaws of ON err Sw nos be caw SR -330,5",45 CFM,R g:10x4 ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATION DUE TO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOW CFM UNLESS SUPPLIED BY A 2ND FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR 3/a BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS SR -320,5",45 CFM,Reg:10x4 I Ceiling RA,7",80 CFM,Grille:12x6 Basement 5'0" of 10'0' 8'0" of 20x10" 25x10" 25x1 5'0" of 14x10" / SR -310,5",45 CFM,Reg:10x4 8'0" of 20x10" .6'p" of t UP — � DN O DN O x DN UP DN wl Space / // L Ceiling RA,4",23 CFM,Grille:12x6 Remington Basement Quail Ridge North 5245 Pierson Ct Page: 11 x17" Scale: 1/8" = 1'0" �� "fly ith '.Ili Bed H igh,7",80 CFM,Grille:12x6 Bed High,7",80 CFM,Grille:12x6 SR -240,7',62 CFM,Reg:10x4 I / SR -250,7',62 CFM,Reg:10x4 SR -260,4",18 CFM,Reg:10x4 I SR -270,6",41 CFM,Reg:10x4 I \ wC Ostr�Bedro m \ Mstr Bath Hall High,7",80 CFM,Grille:12x6 / (TG) / wlc Laundry SR -340,4",10 CFM,Reg-fOx4 Hall High,7",80 CFM,Grille:12x6 Bath 3 Bedroom II Loft SR -280,6",43 CFM,Regr10x4 / SR -290,6",43 CFM,Reg 10x4 SR -300,4",17 CFM,Reg:10x4 1 \ SR -210,6",55 CFM,Reg:10x4 SR -200,6",55 CFM,Reg:10x4 I �;R-220,6",43 CFM,Reg:10x4 SR -20,6",43 CFM,Reg:10x4 Pag 7" Sc le,vi/8" - 1'0" Remington 2nd Floor Quail Ridge 5245 Pierson Ct 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