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5215 Pierson Court
City of AWh6atp-jd COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. F: 303.237.8929 July 30, 2018 Owner/Occupant 5215 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700371 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — August 27th — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 291h Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridge.co.us City of W heatI�id�e COMMUNITY DEVELOPMENT www.chwheatridge.com s City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director nc.S 7 FUCTURAL ENGINEERS BY \jw DATE �� ' I`� SUBJECT SHEET NO. f OF 4 - CHECKED DATE FukO 7V7 "A" JOB NO 17b�7� c I j 7-T-_ I � I ± -t- I I ' jI I T-- J- - - - -� - -- ;— --} —cil o Of ENTI 1 I I i I ± i I j 72 j i �._..-III-�--i---�--- ' 1 ' - r --i- -- — —t --- i �,. ± C• ••^• iP p " I1 + city J tall /Ol OI9n0 OWIO O ojonyC ord' ncesv RNs to not ! j j I I I , I ' I I nc. STRUCTURAL ENGINEERS BY DATE '�� SUBJECT N1 �CC��-+ SHEET NO. - OF 4 - CHECKED DATE JOB NO. I -IOC' I LL - -- - - I--�-- --I -- -- -- -- _ --__)4 - G-- - 1, � 77 1 i b I I I _�..---t- i , ! I I I I I ( 7- I 171 ! i ! , . fill i--� -- -- I- -- --------- ! %-_SYRUCTURAL ENGINEERS BY QA'A DATE 6-( SUBJECTS ��� SHEET NO. OF CHECKED DATE 7c;t,� 'A., JOB NO. 6 -1-'r:;7b -" - ---- ! 1 I , I I+ i I i - I ! ! ✓j� j i , T ! I I i { : j I T- i I f II q4c, STRUCTURAL ENGINEERS BY DATE SUBJECT �-f�MlrYs � SHEET NO. OF 4 - CHECKED DATE -7S� JOB NO. 6�v&i L_ ------- -- ---- -- i ' I ir _ _ I � 1 -7 --I I 1 < s T, 1 : I : - �---'-- ----" � I I � i ---- ---- j4lu _ {i ✓ -- ----- --- ---- � fi -- F-F - - - - � -i---- � � rdi -0 N QJ V, Lel 0 C CU cm C Z (a v ru cr CC cr, co Qj Qj 0 0 ti u Q c c 0 .0 4.1 - Lit (U (U Q) X c fuLU 0 0 0 0 E a)— m -E >,co -j 4.0 aj a) 0) 5,00 wc -0 -o LIJ 0 (U 0 U � D)u Q) c -0 (D 44 :3 E 4.0 7 0 o E ai (36 r. 0 0 0 ("o, E 0 rn Cn ru E m �; E F- E w co >m 00 -E 41 0 cc U) L./) x Ln LA Ln x Ln U) U) UJ 0 N Ln E5 m 6 0 M 0 c c o C) C V) uj M ?a W LU N N cc LU m = CL fi Lu r,4 V) < rn o N CD Mo oN rN v ro 'T 00 'T r- tib iy.T m 0 Go V) - V An Z -Z 6 8 c Ln m 0 LL c U u ro < In LL Qy m E E 'CN Q) ru. c -C -0) D cr N co :rD 15 Mco — Mq LL LC �:5,2 4, M r4 ko 0 LU E. 4w Q) m s� V LU fu Ul 0 E 0 :.-jm U " 1:11 E 1�2 P, I Will] i a (o C: 0 cl J-- o Qj li E E E c71 .0< 0 CU Co c m O 0 0) Q T- -i Lo LD F- ENERGY STAR V3 Home Report Property Remington Homes 5215 Pierson Court Wheat Ridge, CO 80212 Template - Remington - 755 FB - EKE Template - Remington - 755 FB - EKE Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements ney9yL0'9i U co Inspection Status ,W Results are projected Ste. HERS Index Target ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5„ and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. Reference Horne HERS 77 SAF (Size Adjustment Factor) 0.86 SAF Adjusted HERS Target 66 As Designed Home HERS 59 As Designed Home HERS w/o PV 59 Normalized, Modified End -Use Loads (M Btu / year) ENERGY STAR As Designed Heating 58.7 47.2 Cooling 12.2 6.7 Water Heating 12.5 9.1 Lights and Appliances 43.6 33.8 Total 127.0 96.8 This home MEETS or EXCEEDS the energy efficiency requirements for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <_ HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 177 Carbon Dioxide (CO2) - tons/yr 4.8 Cooling 67 Water Heating 43 Lights & Applicances 337 Generation Savings 0 Total 624 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5215 Pierson Court Wheat Ridge, CO 80212 Template - Remington - 755 FB - EK Template - Remington - 755 FB - EK Design Organization EnergyLogic Peter Oberharnmer 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 $909 $191 $169 $1,269 $1,087 $0 $2,356 n e r g Ylbo 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 5.0% G, FO SHGC 0 402.5 4103.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist ev As Designed Design exceeds requirements for IECC 2012 Performance compliance by 5%. Name: Organization: Peter Oberhammer EnergyLogic Signature: At, Date: May 23, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1696 IECC 2012 Performance compliance feSL11ts calculated using EkOtMpe's energy algorithm, which is a RESNET Accredited IECC Rating Tool, $874 $163 $169 $1,206 $1,063 $0 $2,269 Property Organization Remington Homes EnergyLogic 5215 Pierson Court Peter Oberhammer Wheat Ridge, CO 80212 Yes Conditioned Volume [cu. ft.] Builder Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Single family detached General Building information Number Of Bedrooms 4 Number Of Floors 2 Conditioned Floor Area [sq. ft.] 5,144 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 51,506 Number Of Units 1 Residence Type Single family detached Model 755 FB - Quail Ridge Community Quail Ridge Inspection Status Results are projected Basement Wall Name LibraryType Height Above Grade Depth Below Grade Bsmt/Garage Un R-11 Draped Full 1 7 BsnitiGround Unfinis R-11 Draped Full 1 7 i Vner Perimeter Location Interior Shell Location 57.4 Exposed Exterior Conditioned Space 144.9 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wali Top To Insulation Feet From Wall Top To insulation Is Fully Insulated R Top Bottom R-11 Draped Full N/A H+A Yes 11 S lab Name Library Type Bsmt Uninsulated Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location 202.3 Below Grade 123 0 1,589.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Slab Completer Underslab Insulation Perimeter insulation Perimeter Insulation R R Type Insulated. Width [ft] Depth [ft] Value Uninsulated Wood Frame I Other No 0 0 0 0 Framed Floor Name Library Type Carpet R Floor Grade Surface Area Location Interior Shell Location Building Summary Property Organization Remington Homes EnergyLogic 5215 Pierson Court Peter Oberhammer Wheat Ridge, CO 80212 Emittance Solar Medium Builder Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO 2x6 R23 16" OC ramed Floor Library List Name R 12" R50 24"0C BF 46 44724 Grade 1 Inspection Status Results are projected Qnerg °L6gi6 w rTJR Library Type Surface Area Location Interior Shell Location R23 0 289 8 sq. ft. Exposed Exterior Conditioned Space R 23.0 57.4 sq. ft. Unconditioned, attached garage Conditioned Space Rim Joist Library List Name R R 23.4 __. 23 wall Surface Area Location Interior Shell Name Library Type Common Wall Emittance Solar Medium 871.3 sq. ft. Area Absorptance Back 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium Btown Fiberglass Exposed Exterior Conditioned Front 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium Bkmm Fiberglass Unconditioned, Conditioned Garage 2x6 2x6 R23 1'6" OC 0 0.9 0.75 Medium Blown Fiberglass Attic Conditioned Knee 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium Blown Fiberglass Exposed Exterior Conditioned Left 2x6 2x6 R23 16" OC 0 0.9 0.75 Blown Fiberglass Right 2x6 2x6 R23 16" OC 0 09 0.75 Blown Fiberglass Wall Library List Name R :e Color Surface Area Location Interior Shell Location Medium 871.3 sq. ft. Exposed Exterior Conditioned Space Medium 508.0 sq. ft. Exposed Exterior Conditioned Space Medium 516.8 sq. tL Unconditioned, Conditioned attached garage Space Medium 21.2 sq. ft. Attic Conditioned Space Medium 972.5 sq. ft. Exposed Exterior Conditioned Space Medium 797.8 sq. 11 Exposed Exterior Conditioned Space Property Remington Homes 5215 Pierson Court Wheat Ridge, CO 80212 Template - Remington - 755 FB - EKO Template - Remington - 755 FB - EKO Organization EnergyLogic Peter Oberhammer Builder Remington Homes inspection Status Results are projected Ee Name Library Wall BasemenlOverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatic Surface Location Interior type Assignme Wall Depttf Ft To Top Ft Tc Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 Low .30 Back 2x6 0 0 0 0.85 0.7 0.7 0.7 West 307.0 sq. Exposed Conddione 130 Conditioned Exterior Space Garage ft- Exterior Space Front 2x6 Low .30 Front 2x6 0 0 0 0.85 07 0.7 0-7 East 120.0 sq Exposed Conddione 130 ft. Exterior Space Lefl 2x6 Low E .30 Left2x6 0 0 0 0.85 0 7 0.7 0.7 South 136.0 sq. Exposed Condifuone 130 ft. Exterior Space Left bsmt Low E .30 Bsmt/Grou 0 0 0 085 0 7 0 7 0 7 South 20 0 sq. Exposed Condition 130 Un6nis ft Exterior Space North bsmt Low E.30 BsmVGrou 0 0 0 0-85 0.7 0-7 0.7 West 20.0 sq. Exposed Conddione 130 Unfinis ft. Exterior Space Right 2x6 Low E.30 Right 2x6 0 0 0 0.85 0.7 0.7 0.7 North 69.5 sq. Exposed Conddione 130 ft. Exterior Space Right bsmt Low E .30 BsrmUGrou 0 0 1) 0.85 0.7 0.7 0.7 North 40.0 sq. Exposed Conddione 130 Unftnis ft. Exterior Space Glazing Library List Name Low E.30 /30 y Shgc R 0.3 3.33333 Skylight i None Present Skylight Library List _. None Present Opaque Door Name Library Type Wall Basement Wail Emittance Solar Surface Color Surface Area Location Interior She Assignment Assignment Absorptance Location Front 2x6 R 6.6 no storm Front 2x6 0.9 0.75 Medium 24.0 sq. ft. Exposed Conditioned Exterior Space Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Conditioned Entry Exterior Space Property Organization Remington Homes EnergyLogic 5215 Pierson Court Peter Obertiammer Wheat Ridge, CO 80212 Builder Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Opaque Door Library List Name R R 5 Garage Entry 5 R 6.6 no storm 6.6 inspection status Results are projected Qnergilo#ic e C �r >�c0 Roof Insulation Name Library Type Roof -Deck CIw or Emittance Solar Surface Color Surface Area Area [sq. ft.] Concrete Roof Absorptance Tiles Vault R50 Blow Open 319 No 0.9 0.9 Dark 319.0 sq. IL G1 flat R50 Blow Open 2,020 No 0.9 0.9 Dark 2,020.0 sq. ft. G1 Roof Insulation Library List Name Has Radiant Barrier R R50 Blow Open G1 No 50.1843 Conditioning Equipment n Name Library Type Heating Percent Load Air conditioner (3) 13SEER1428TU 3-5 ton 0% Fuel -fired air 92.1 AFUE M 100K 100% distribution (1) Water Heating (2) 62 EF / 76 RE / 50g 0% Equipment Type: 13SEER/42BTU 3.5 ton Fuel Type Electric _ Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/hj 42 Location Interior Shell Location Attic Conditioned Space Attic Conditioned Space Cooling Percent Load _,. Hot Water Percent Load 100% 0% 0% 0% 0% 100% Property Organization Remington Hames EnergyLogic 5215 Pierson Court Peter Oberhammer Wheat Ridge, CO 80212 50 Hot Water Capacity jkBtu/h] Builder Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Equipment Type: 62 EF / 76 RE / 50g CA Fuel Type Gas---- as__Distribution DistributionType _Natural Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity jkBtu/h] 40 Recovery Efficiency 0.76 quipment Type: 92.1 AFUE 1 100K Fuel Type Natural Gas _ Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtu/h] 92 Use default EAE Yes EAE [kWh] 878 Inspection Status Results are projected Whole House infiltration Infiltration Measurement Type Shelter Class 3 ACH at 50 Pa Blower -door tested 4 nergy4og e go +� 5 V r BOJ J`a�0 Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Feet / Minute] hours Exhaust Only — 71 24 15 Yes 0 4 Lighting �4 % Interior Efficient Lighting 100 Onsite Generation % Exterior Efficient Lighting % Garage Efficient Lighting None Present 0 Property organization Remington Homes EnergyLogic 5215 Pierson Court Peter Oberhammer Wheal Ridge. CO 80212 Builder Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Onsite Generation Library List i- None Present Solar Generation None Present Solar Generation Library List None Present �Distribution System Distribution Type Heating Equipment Cooling Equipment Sq. Feet Served # Retum Grilles Supply Duct R Value Return Duct R Value Supply Duct Area [sq. ft.] Return Duct Area [sq_ ft.] Duct Leakage to Outdoors (CFM25 Total Leakage [CFM @ 25Pa] Total Leakage Duct Test Conditions Use Default Flow Rate Duct 1 Duct Location Percent Supply Area Percent Return Area Duct 2 Duct Location Percent Supply Area Percent Return Area Duct 3 Duct Location Percent Supply Area Percent Return Area Duct 4 Duct Location Percent Supply Area Percent Return Area Duct 5 Duct Location Percent Supply Area Percent Return Area Duct 6 Forced Air Fuel -fired air distribution (1) Air c ond itioner (3) 5144 4 19 0 1041.7 771.6 30 50 Post -Construction Yes Garage 15 0 Conditioned Space 85 t00 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Inspection Status Results are projected wnergyLo u Building Summary Q►n e r Property Organization °"°`;°` Remington Homes EnergyLogic 5215 Pierson Court Peter Oberhammer Wheat Ridge, CO 80212 Inspection Status Hot Water Recirculation System? Builder Results are projected Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Ceiling Fan _ Has Ceiling Fan No Cfm Per Watt 100 Water Distribution Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 65 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes Dryer V Fuel Type Electric Cef 2.61739 Field Utilization Timer Controls Clothes flasher Label Energy Rating Electric Rate Annual Gas Cost Gas Rate Capacity Imef Kitchen Appliances Dishwasher Size Dishwasher Energy Factor Range/Oven Fuel Convection Oven? Induction Range? Refrigerator Consumption 487 MlYear $0-061kWh $23M $0.69/Therm 3.2 0.80737 Standard 067 Electric No No 500 kWhNear C;w 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: PU Job Address: / `� ) �l` G1• L/ Permit Number: L0/ i C%_ `;2 r' ❑ 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 r _ Date: Inspector: ' DO NOT REMOVE THIS NOTICE .�Ir - t. ❑ 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 r _ Date: Inspector: ' DO NOT REMOVE THIS NOTICE Q LLI _U W U z O F— Q U O 1 Ld .72W O ry n r` C) a �y HL) �m m 0 Lj —x—xxz—xx—x—Yx xx— ��O .01� GZ1 P, 9N X x w F��FtE EST P"3, --\E01 6�M sc? 10 PRPZE N L L m rw r Y 30 Q Z 40 • LO am I W K 2 W a o�o_ vri Y 2W Z� ¢U� LO2 W O U v w<O 0<00 WQys irUu°i w��� w a Lw' y am orinw�� F{D-JJJ-� aw Lj 5 w Wo¢ w���WZWwamsw a Z7>0, i> i> z o _9 o a �Ymwow�a}}aac=.�zZaZZZw�w w a 3 `� � Or J O J ti 0 0 Q W EL III O m 0700�� LJ Qpm WO r Owl-Z¢-F�� O¢ II p J II 11 �U=0p 11 II W a WaOWa U II II II I It u 0fm2 It 00L_w a_ www Q:j. 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' r >S uw4 d a C (11 >o i 2 CERTIFICATE OF OCCUPANCY Permit ##: 201700371 1.�441 1 City of Date: 12/28/2017 -69'Wheat�idge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New Single Family Home - 5.994 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 Wheatridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO IN ADDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: Remington Homes of Colorado 5740 Olde Wadsworth, Arvada, CO 80002 PROPERTY ADDRESS: 5215 Pierson CT, Wheat Ridge, CO 80033 PARCEL #: 39-163-11-014 OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: 2012 ICC / 2014 NEC No change shall be made in the Use of this building without prior notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted by front door of commercial occupancies Chief Building Inspector Zoning Administrator NO INS ECTION ECORD INSPECTION REQUEST LINE: (303) 234-5933 Occup ncy/Type )23 Inspections will not be performed unless this card is posted on the projeci site. Call the inspection request line before 11;,59 p.m. to receive • a inspection the following business day.** Inspector r0supst Sign ALL Spaces pertinent to this project Inspector Initials — --r--- Inspector Foundation Inspections Date p Initials � Comments -` j ----! Pier Concrete Encased Ground (CEG) � I Foundation / P.E. Letter ®o Not Pour Concrete Prior To Annfoval Of The..Above.insu rtions-_ Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Comments -� Initials we Wail Sheathing♦t / �`� rego'-, -/ '� ---- -._.- Mid -Roof Lath / Wall Tie JL _-- Rough Electric Rough Plurnbing/Gas Line 4 Rough Mechanical ----- L, t1 d'AA.� t ' -- - -� Rough Framing Rough Grading--- lsulation Drywall Screw / Nail Final Inspections Date Inspector Comments Initials Landscaping & Parking / Planning Dept. inspections from these entities,shouid be requested ROW &Drainage /Public Works Dept. one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage Floodplain Inspection (if applicable) inspections call 303-235-2861. For fire inspections Fire Inspection / Fire Protection Dist. contact the Fire Protection District for your project. Final Electrical / r7 t / �)= Final Plumbing � .� f r � Final Mechanical Roof Jb7 17 Final Window/Doors Final Buildings F ` _ 5cof;ry 57q, — 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 from the Fire District and electrical low voltage by the Building Division. "For Inspection Time Window - Please email insptimerequest@ci.wheatridge.co.US by 8:00 A.M. the morning of the inspection with the property address in the subject line of the email. Time window is based on the inspector's route. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather Underground/Slab Inspections Date Inspector Initials --�` ._. -� .�' Comments _ Electrical � Sewer Service Plumbing Do Not Cover Underground or Below/In-Slab Work Prior To Approval Of The Above Inspections Rough Inspections Date Inspector Comments -� Initials we Wail Sheathing♦t / �`� rego'-, -/ '� ---- -._.- Mid -Roof Lath / Wall Tie JL _-- Rough Electric Rough Plurnbing/Gas Line 4 Rough Mechanical ----- L, t1 d'AA.� t ' -- - -� Rough Framing Rough Grading--- lsulation Drywall Screw / Nail Final Inspections Date Inspector Comments Initials Landscaping & Parking / Planning Dept. inspections from these entities,shouid be requested ROW &Drainage /Public Works Dept. one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage Floodplain Inspection (if applicable) inspections call 303-235-2861. For fire inspections Fire Inspection / Fire Protection Dist. contact the Fire Protection District for your project. Final Electrical / r7 t / �)= Final Plumbing � .� f r � Final Mechanical Roof Jb7 17 Final Window/Doors Final Buildings F ` _ 5cof;ry 57q, — 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 from the Fire District and electrical low voltage by the Building Division. "For Inspection Time Window - Please email insptimerequest@ci.wheatridge.co.US by 8:00 A.M. the morning of the inspection with the property address in the subject line of the email. Time window is based on the inspector's route. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather A e City of Wheat Ridge Y v Single Family - New PERMIT - 201700371 PERMIT NO: 201700371 ISSUED: 05/30/2017 JOB ADDRESS: 5215 Pierson CT EXPIRES: 05/30/2018 JOB DESCRIPTION: New single family home with detached front 2 car garage and 1 side load garage. Unfinished basement, 4 bedroom, 4 bathroom. Main floor 1573 sf, 2nd floor 1744 sf, unfinished basement 1439 sf, and garage 819 sf. 200 sf covered patio and 219 sf covered front porch. *** CONTACTS **' OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Remington Homes of Colorado 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 395,498.84 FEES Total Valuation 0.00 Plan Review Fee 1,976.81 Use Tax 7,118.98 Permit Fee 3,041.25 Engin. review Fee 150.00 ** TOTAL ** 12,287.04 *** COMMENTS *** ®.o *** CONDIT1014S *** All roughs to be done at Framing Inspection. 6 City of Wheat�dge COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for the installation of front yard landscaping at 5215 Pierson Court and 5276 Pierson Court. The escrow is in the amount of Three thousand dollars and zero cents ($3000.00) for installation of site landscaping. The above amount is to be held in escrow for: ❑ Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: ❑ Other: Escrow expires June 28, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: /2--1-r,--rq- Name Date City of �Wheat �idge muNiTY DEVELOPMENT Landscapinz Escrow Agreement This agreement made this 15th day of December 2017, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5215 Pierson Court In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: r: U ' Signature Print Name Business Address / Phone Date Title City of Wheat Ridge, Colorado By: Av� Title: Date: /2 - 1 5 - / I 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: zl . Vii(/ Job Address:G-�- Permit Number:G�%%1��a37% ❑ No one available for inspection: Time �/M i Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /,�'��/' 17 Inspector: �0;;V 6�'%�—-- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1Building Inspection Division �'(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: G/U7/ ) r•�j . ,U Job Address: / - Permit Number: '1V 71Y2 �7� ❑ No one available for inspection: Time &2 �PM Re -inspection required: Yes Pfor When corrections have been made, inspection at 303 -234 - Date: 12' / -/ % 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: ZIU51 �C�'1 ' f 1 Job Address: _5�%s (C Permit Number: C�O/wZ? ❑ No one available for inspection: Time ql ypm Re -Inspection required: Yes _Ifo *When corrections have been made, carr re -inspection at 303-234-5933 Date: /c? °%7'lInspector: \) 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: `�'� �; '4 Sl a " Job Address: C I -- Permit Number: __ 15>617 ,03? / Ll No one available for inspection: Time �U, �M Re -Inspection required: Yes No When corrections have been made, ca for re-inspection at 303-234-5933 Date: -42 IZI'17 Inspector:\ywV6i%��— DO NOT REMOVE THIS NOTICE i i i CITNIOF WHEAT RIDGE k_ Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE ,/ Inspection Type: J 1E/s�/ law� /p�/ Job Address: z;� C Permit Number:D% ❑ No one available for inspectiorru Time `7 • !=Y Q PM f Re -Inspection required: Yes 4'No When corrections have been made, call for re -inspection at 303-234-5933 Date://, 7 Inspector: DO NOT REMOVE THIS NOTICE 4�_ 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: F(9 Job Address: 1;) I S Permit Number:c I LJNo one available for inspection: Time CLAM/PM Re -Inspection required: YesNo When corrections have been made, call for re -inspection at -k3-234-5933 i Date:- Inspector: z' DO NOT REMOVE THIS NOTICE r- CITY OF WHEAT RIDGE -]�Building Inspection Division (303) 234-5933 Inspection line 1(303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: Job Address: Permit Number: INSPECTION NOTICE tf (�c1r7 c ( SCf1�LcJ �S 0 0X`"70037 A),4 -.E L ❑ No one available for inspection•,714 e AM/PM Re -Inspection required: Yes, No When corrections have been made, call for re-inspwtion at 303-2_ 34-3 Date: 7 Inspector // srf � DO NOT REMOVE THIS NOT/CE i CITY OF WHEAT RIDGE ��Building Inspection Division (303) 234-5933 Inspection line '(303) 235-2855 O 3)-_M .7.-89_29 Fax INSPECTION NOTICE Inspection Type: IVS IT: Job Address: s '— r, I m at SO .C. Permit Number: 7-0/70n ❑ No one available for inspection: Tim Re -Inspection required: Yes &_D When corrections have been made, call for Date: -` Ti"0 Inspector: r DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201700371 PERMIT NO: 201700371 ISSUED: 05/30/2017 JOB ADDRESS: 5215 Pierson CT EXPIRES: 05/30/2018 JOB DESCRIPTION: New single family home with detached front 2 car garage and 1 side load garage. Unfinished basement, 4 bedroom, 4 bathroom. Main floor 1573 sf, 2nd floor 1744 sf, unfinished basement 1439 sf, and garage 819 sf. 200 sf covered patio and 219 sf covered front porch. *** CONTACTS *** OWNER (303)420-2899 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Remington Homes of Colorado 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 395,498.84 FEES Total Valuation 0.00 Plan Review Fee 1,976.81 Use Tax 7,118.98 Permit Fee 3,041.25 Engin. Review Fee 150.00 ** TOTAL ** 12,287.04 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. City of Wheat Ridge Single Family - New PERMIT - 201700371 PERMIT NO: 201700371 ISSUED: 05/30/2017 JOB ADDRESS: 5215 Pierson CT EXPIRES: 05/30/2018 JOB DESCRIPTION: New single family home with detached front 2 car garage and 1 side load garage. Unfinished basement, 4 bedroom, 4 bathroom. Main floor 1573 sf, 2nd floor 1744 sf, unfinished basement 1439 sf, and garage 819 sf. 200 sf covered patio and 219 sf covered front porch. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with thispermit. I further attest that I atm leggally authorized to include alI entities named within this document as partes to the work to be per forrped and that all woJ4 to be per Formed is disclosed in this document and/or its' accompanying approved plans and specifications. Signatare(o OWNER or 'CONTRACTOR (Circle one) Date I. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made -be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequestgci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of h6at C01vl 4UNlTY DEVE 1.0FMENT Building --A inspection Services Division 7500 W.'2 9th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Pax: 303-237-8929 Inspection Line: 303-234-5933 ')[�6 FOR OFFICE USE E ON L1Y� $71: f ®ate: 0 ( I l I N__ Plan/Permit C�ld f Plan Review Fee: Building Permit Application Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.'F*` Property Address: '��� y� � j ir�jt`,(� + Owner (please print): Kc�1 ti 1 i�c1 I � , ln--1, Phone: Property Owner Email: Mailing Address: (if different than property address) Address:��� City, State, Zip: C�'�� I CL ZLb-Q Architect/Engineer: c Cc a c� F'_h+t' -"-�:sn . Tnc ArchitectiEngineer E-mail: I Lc� ! •&AfCCC-4)M,(O hone:_ _r� J NEN _09L Contractor: Contractors City License #: ; iii�.� Phone:-�%X --Q� or E-mail Sub Contractors: Electrical:' W.R. City License # O1 ,t Other City Licensed Sub: City License # Plumbing: M % )�wmc , P'�b W.R. City License # () Other City Licensed Sub: City License # 1 T Mechanical: t� ii (fid, �LS W.R. City License #' 5 (� 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 (l RESIDENTIAL 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.) �-1c 1 � �y ��� w , � �— 319 iia nT I a�€� -- 4 � 7 � � �� C��;� rj 19 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) 614 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) (CONT'P 4CT'OR) ®Lr (PRINT NAME: SIGNATURE: REP SENTAT1� of �yi'NER) (CCWT'Rt1CT OR)3 PUBLIC WORKS COMMENTS:'1)CP,iN DpWNc,Pp�j-� Reviewer: lUVIJ ON i'NC- F- o - L.iN p�oT P441" To pRoT�G7' Ao-a�9NT 4/3/17 o ice•- ioaopoareS PRoM 6j)RtitvvA7-g2 Rvrucrr, PROOF. OF. SUBMiSS10N,FadS 6Rt����1G "jl1--r/F.I1-A7-/0N LETT'EQ JAL L. BE PPioR 70 6,0- 722 ON50;29 PR0Prfz t517 -C- G9AD/NG. Fire Department ❑ Received ® Not Required Water District ® Received ® Not Required Sanitation District ® Received ® Not Required Building Division Valuation: $ City of Wheat, id9e 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: !. 2 Project Address: Name of Firm/ Individual submitting documents: Project Type/ Description: .7F ALS Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY l m a duly authorized representative of the agency indic ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Rdge Water District 0 olidat ed Mutual Water District Valley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruit dale Sanitation District o Westridge Sanitation District o Other Signature/,, ' ' ' ' ' Date: (Agency Represen ative) 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) August 10, 2016 Re: 5215 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. 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 THIS DEED, Made this February__2_, 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 WITLESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By: Name: Robert R. Short Title: President State of Colorado ) )ss County of I -) &? 4-1 r ) The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdinqs, Inc. Witness my hand and official seal � My commission expires: -, �� JANET S JACKSON NQTARY PUBLIC STATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Notryj 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, CC Faye Griffin, Clerk and Recorder TD1000 N After recording, return to: Often Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J, Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Tender covenant and. agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to sectnre to Lender: (a) the repayment 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; Nis— �,56(ooY-cro 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record. or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and. the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver. to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations Linder the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 ]353913.2 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of cornpetent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913.^. thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized. to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound; Joint and Several Liability: Ca tp ions. 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. Governiniz 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 lave. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and. place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any suras due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 1353913.2 this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for "Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/1.00 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal lain 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 6 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("DiT 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 infonnation 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 "Utlity Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 1353913.2 showing the status of the loan, whether or not Lender had actual or constrictive 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 folloivs.J 1353913.2 EXECUTED BY BORROWER. REME\TGTON HOME OF COLORADO, INC., a Colorado coraoratiov By:_ Nam1 Title: STATE OF COLORADO § COUNTY OF,- , The for oing instrument was acknowledged before me this 26th day of February, 2016, by tiQS t�'1'dS of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHA NUN:R: BUCHAVAN Notary i�j@i State of Colorado Notary 10 200$$4037048 [My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: , Notary Public City of SINGLE FAMILY/DUPLEX /r,%W WORKS �idge BUILDING PERMIT APPL PUBLIC woKS ICA TION RE VIEW Date: 4 /3 /1-7 Location: 52u5 FIFRsiON (�? ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a NPEW 140AAL5 - CPQ located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: !Z�OK �d9�' , refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes --V/ No Completed b. curb & gutter: Yes No Completed c. sidewalk: Yes -j/ No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. Does all existing roadway/alley R.O.W. meet the standards of the City: -/— Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. � A j., ktEG, Signature Mark Van Nattan Date 5. jJ 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: FRDOF nt2AW t7nW,��c �rS- Svc, p nig, ,T n 50 A5 IV uo7 &4� IM O?A-,T REPE9 7b F -W 6QAAAA6MrS 4U F3E17 L/ igoC�RAQ&len--�N. 7. -V- 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. V 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 �j j City of PUfiLIC 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 WORKS DEVELOPMENT REVIEW FEES Date: 4.13 It7 Location of Construction: 5215 PIFQ�o r7 - Purpose of Construction: 51W,21-95 rd tit /LY C)W,, Single Family 1_ Commercial Multi -Family Development Review Processing Fee: .................... (Required of all projects for document processing) $100.00 Single Family Residence/Duplex Review Fee:. .................................... $50.00 $ Commerciai/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 151 and 2nd submittals): .......................... $500.00 $ ® Trip Generation Study Review Fee: .................................................. $200.00 $ O & M Manual Review & SMA Recording Fee ................................ $100.00 $ 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: e Resubmittal Fees: 3rd submittal (% initial review fee): ...................... ................ ............ $300.00 $ 4th submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): OD PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. wv<1� _ci.%N humf idgexo.us Rev 12/12 CE1y of' hcat i c 1'Uti11C WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: ADDRESS: 52 /62 EzEascly l: 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 wntiv.ci.wheatridge.co.us Rev 2/08 Melissa Mackey From: Bill La Row Sent: Wednesday, March 15, 2017 8:42 AM To: bmay@jbmdevelopment.com Cc: Mark Westberg; Dave Brossman; Melissa Mackey Subject: Quail Ridge Boyd, The Building Department informed Public Works that you have submitted plans for review for the sales trailer and the model home. There are several things that Public Works requires to be done prior to starting the next phase of work. The following items need to be addressed: 1. Substantial completion of all public improvements and proposed stormwater conveyance. 2. Meet the SWMP temporary seeding requirement for all exposed areas, including the ponds. The areas where you are proposing the sales trailer and model home are not required. The SWMP requires drill seeding, hydro -mulch is only allowed for areas with slopes greater than 3:1 and/or access limitations exist. (Refer to UDFCDs detail) 3. Submittal of a new SWMP specific to the last phase(s) of construction. We can discuss this further, but it shouldn't comprise of much edits to the current SWMP. This is more of a paper trail in case the City's MS4 permit gets audited. It is your responsibility to determine what is required to be done to be in compliance with the current State's Stormwater Discharge permit. Best Regards, Bill La Row Stormwater Quality Program Manager 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2871 Fax: 303-235-2871 www.ci.wheatridge.co.us City of W heat Ldgc f t11iI IC' WoItKS CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: Lk,d--i Quail Ridge Estates Subdivision, Lot #: 1$ Block: I Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: S 0 sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%) (not including accessory structures) Total Proposed Building Coverage: Accessory Building Coverage (not to exceed 600 sq. ft.) -:3 3 n q- sq. ft. 'Z - � 15) , 5 -sq. ft. sq. ft. Main Budding Setbacks Required Provided Front 20' Interior Side 5' Side on street 10' Rear 20' Z �, Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? �( ", 5 (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 fagade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure ay review consideration Dri a Driveways cannot ex eeds24' in width. — 19 ' S '/� 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 14 00'[sc1] 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. 3 Melissa Mackey From: Melissa Mackey Sent: Thursday, March 16, 2017 2:27 PM To: Imsparks@remingtonhomes.net' Subject: 5215 Pierson Ct. Hi Megan, I left a voicemail as well, but figured an email may be easiest for you. I was wondering if you might be able to answer the following questions that I have? They are: On page A-1, it lists the window u -factor at U0.30/0.34. I realize they show up to the 0.34, but I would hate for you guys to put in a 0.30 and it fail inspection. The minimum requirement that City of Wheat Ridge has is 0.32. Since this is not a stamped page, I can modify the drawings to show that. Or you can submit a new A-1 sheet. Also on page A-1, it has the insulation on the crawlspace walls listed as R-11, and per our quick codes sheet and city requirements, we require an R-19 value. I can also modify this, or you can submit the new A-1 sheet (x2). The last question I have is if the window that is located in the tub area in the master bathroom is at the required height to not require the tempered or glazing (the plans don't indicate it and I just wanted to make sure that the bottom exposed edge of the glazing is more than 60 inches, measure horizontally and in a straight line, from the water's edge of a bathtub — taken directly from the code book @ ). Once this information is received, I can finish up with the Building Division review portion. It is still waiting on Planning and Public Works. Thanks, Melissa Mackey Senior Permit Technician City of Wheat Ridge I need to talk with my bosses about the model home, 5215 Pierson Ct. and will get back to you tomorrow on that. The trailer sits pretty flush with the ground but will have a ramp into the trailer if needed as it will be open to the public. Thanks, Megan From: Melissa Mackey [maiIto:mmackey@ci.wheatridge.co.us] Sent: Thursday, March 16, 2017 3:40 PM To: Megan Sparks Subject: FW: 5215 Pierson Ct. Hi Megan, One more question. I was looking at the sales trailer and didn't happen to notice any information regarding a ramp or accessibility. I assume this trailer will be open to the public? Thanks, Melissa Mackey Senior Permit Technician City of Wheat Ridge From: Melissa Mackey Sent: Thursday, March 16, 2017 2:27 PM To: 'mspa rks@remingtonhomes.net' <msparks@rem ingtonhomes.net> Subject: 5215 Pierson Ct. Hi Megan, I left a voicemail as well, but figured an email may be easiest for you. I was wondering if you might be able to answer the following questions that I have? They are: On page A-1, it lists the window u -factor at U0.30/0.34. I realize they show up to the 0.34, but I would hate for you guys to put in a 0.30 and it fail inspection. The minimum requirement that City of Wheat Ridge has is 0.32. Since this is not a stamped page, I can modify the drawings to show that. Or you can submit a new A-1 sheet. (window U value is .30) Also on page A-1, it has the insulation on the crawlspace walls listed as R-11, and per our quick codes sheet and city requirements, we require an R-19 value. I can also modify this, or you can submit the new A-1 sheet (x2). Crawl space insulation is R-19 The last question I have is if the window that is located in the tub area in the master bathroom is at the required height to not require the tempered or glazing (the plans don't indicate it and I just wanted to make sure that the bottom exposed edge of the glazing is more than 60 inches, measure horizontally and in a straight line, from the water's edge of a bathtub — taken directly from the code book (9 ). (the window will need to be temped) Once this information is received, I can finish up with the Building Division review portion. It is still waiting on Planning and Public Works. Melissa Mackey From: Steve Knoll <sknoll@remingtonhomes.net> Sent: Thursday, March 16, 2017 4:13 PM To: Megan Sparks; Melissa Mackey Subject: RE: 5215 Pierson Ct. Megan, Melissa Windows U value .30 Crawl space insulation is R-19 Window or the tub will need to be tempered Thanks Steve From: Megan Sparks Sent: Thursday, March 16, 2017 3:49 PM To: Steve Knoll Subject: FW: 5215 Pierson Ct. Going to need your help with all of this tomorrow morning. From: Melissa Mackey [mailto:mmackey@ci.wheatridge.co.us] Sent: Thursday, March 16, 2017 3:47 PM To: Megan Sparks Subject: RE: 5215 Pierson Ct. Thanks Megan. If the trailer will be accessible it will need to have accommodations for ADA compliance. With that, we would need a drawing depicting the slope and curb and railing information. Thank you, Melissa Mackey Senior Permit Technician City of Wheat Ridge From: Megan Sparks [mailto:msparks@remingtonhomes.net] Sent: Thursday, March 16, 2017 3:43 PM To: Melissa Mackey <mmackey@ci.wheatridge.co.us> Subject: RE: 5215 Pierson Ct. Hi Melissa, H O M E S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 May 24, 2017 City of Wheat Ridge 7500 W. 291h Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5215 Pierson Ct. PLAN CHECK: 201700371 Dear Mr. Slusser, We have addressed and/or corrected the list of items that were specified in reference to the above plan check number. Please review the following responses: 1 !The building codes have been provided on sheet A-1. 2. Square footage summary has been provided on sheet A-1. 3"A sheet index is provided on sheet A-1. 4. �'T`he engineer has stamped and signed the structural drawings Sr!A note for the basement bathroom rough in has been added. 6i✓A note has been added to sheet A-4 for the address numbers. 7. A window and door schedule has been provided on sheet A-2. 8vdde have submitted the manuals with the original submittal, we have added the HERS rating for this home with this re -submittal package. %✓The smoke detector is shown in the basement sheet A-1 I OM.e isometric on sheet A-2 has been updated to show all cleanouts. I L -The isometric on sheet A-2 has been updated to show the back flow preventer. 12 The isometric on sheet A-2 has been updated to show the fixtures Lf 13. The design calculations for the steel beams are with this submittal package. K"'Sheet D-2 has been updated to show a l Omil polyethylene vapor retarder is required l5"'S"heet S-1 has been updated to specify basement floor reinforcement. 16. The sheet names for F-2 and F-3 have been corrected. lei: Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. 1t.,Sheet S-1 has been updated to show beam pocket support detail. Resp ctfully, Meganrar Remington Homes August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 18, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D .\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 16.5 feet of interlayered clay and sand and 15.5 feet of sandy gravel underlain by claystone bedrock to the maximum depth explored of 35 feet. Groundwater was encountered at a depth of 16 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.1 percent or swelled 0.3 to 0.9 percent when wetted. Based upon results of laboratory tests and other factors, we judge base- ment 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 rec- ommendations. We performed calculations 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 investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.5 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or re- quest 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. 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 18, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 U Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is,,taken. CTL 1 THOMPSON, I G REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 18, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Cate o Representative Percent Swell* 500 sf Surchar e 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 i T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\Ri\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. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 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 WASWIM. 111191111.1 SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\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. 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 T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-Rtdoc August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 18, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D .:\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 16.5 feet of interlayered clay and sand and 15.5 feet of sandy gravel underlain by claystone bedrock to the maximum depth explored of 35 feet. Groundwater was encountered at a depth of 16 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. city of Wheat Ridge 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.1 percent or swelled 0.3 to 0.9 percent when wetted. Based upon results of laboratory tests and other factors, we judge base- ment 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 rec- ommendations. We performed calculations 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 investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.5 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or re- quest 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. 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C� City of Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. Wheat Ridge REMINGTON HOMES QUAIL RIDGE ESTATES LOT 18, BLOCK 1 Building Div ison CTL I T PROJECT NO. DN47,957.001-120 Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base- ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is taken. CTL I THOMPSON, INC. 251& REMINGTON HOMES QUAIL RIDGE ESTATES LOT 18, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 city or wheat Rtd9e City of Wheat Ridge uilding 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 Ir 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. 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. i REMINGTON HOMES Exhibit A - 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 City of Wheat Ridge 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. 1. 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 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc City Of Exhibit A - Wheat Ridge Uilding 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. City of Wheat Ridge REMINGTON HOMES Exhibit QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doo 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. 1. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point") between houses. city of Wheat Ridge REMINGTON HOMES Exhibit B-1 `' QUAIL RIDGE ESTATES ���Iding p�vison CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City of W REMINGTON HOMES Exhibit -2heat Ridge QUAIL RIDGE ESTATES KuildingCTL T PROJECT NO. DN47,957.001-120 Divi. S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets,both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of �Co�MUNnvh�eaorM.3r-d APPROVED Reviewed for Code Compliance ) Plans E Kammer Date ,"idity of aermit: The issw" of o permit a approval of Mons specifxotions and computations shali not be a permitfor, Ora" approval of, ony viMotion to any of the provisions of the building code or of ony City ordinances, permits presuming to give authority to vwlo a ofemrel an provisions of the Ctdwy M afAtrardillante3 Gi 1 M:\ ...\Remington -Quail Ridge -5215 Piersohf'_CV r?M7w Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC ® Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 1 Project Report General Project Information Project Title: Remington -Quail Ridge -5215 Pierson Ct-755A Designed By: Carl Breen Project Date: 8/2/16 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Cc 80002 Client Phone: (303) 420-2899 x 214 Client Comment: Company Name: Smith And Willis Heating And Air LLC Company Representative: Carl Breen Company Address: 6121 Clermont St. Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company E -Mail Address: carlsmithandwillis@hotmail.com Design Data Reference City: Denver, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 91 59 15% 50% 75 -39 Check Figures Total Building Supply CFM: 1,740 CFM Per Square ft.: 0.342 Square ft. of Room Area: 5,095 Square ft. Per Ton: 1,900 Volume (ft') of Cond. Space: 50,263 Building Loads Total Heating Required Including Ventilation Air: 66,082 Btuh 66.082 MBH Total Sensible Gain: 35,299 Btuh 100 % Total Latent Gain: -3,113 Btuh 0 % Total Cooling Required Including Ventilation Air: 35,299 Btuh 2.94 Tons (Based On Sensible + Latent) emotes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets,both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of �Co�MUNnvh�eaorM.3r-d APPROVED Reviewed for Code Compliance ) Plans E Kammer Date ,"idity of aermit: The issw" of o permit a approval of Mons specifxotions and computations shali not be a permitfor, Ora" approval of, ony viMotion to any of the provisions of the building code or of ony City ordinances, permits presuming to give authority to vwlo a ofemrel an provisions of the Ctdwy M afAtrardillante3 Gi 1 M:\ ...\Remington -Quail Ridge -5215 Piersohf'_CV r?M7w Wednesday, August 03, 2016, 9:52 AM Uk.' i�:f � � , � �trF. .. �`. Rhvac - Residential & Light Commercial HVAC Loads Winter Infiltration & Ventilation Sensible Gain Multiplier: 14.49 Summer Infiltration & Ventilation Latent Gain Multiplier: -21.90 Elite Software Development, Inc. Smith & Willis HVAC LLC AC/hr 0.250 AC/hr E 165 CFM Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 0.308 AC/hr 0.289 AC/hr Above Grade Volume: X 36,578 Cu.ft. X 36,578 Page 2 Miscellaneous Report 11,283 Cu.ft./hr 10,578 Cu.ft./hr X 0.0167 System 1 System 1 Outdoor Outdoor Outdoor 176 Indoor Indoor Grains Input Data_ _ _ _DryE ulb __ Wet Bulb Rel.Hum Rel.Hum D Bulb Difference Winter: 1 0.21 80% 300A 70 33.92 Summer: 91 59 15% 50% 75 -39.13 2 System 2 Outdoor Outdoor Outdoor Indoor Indoor Grains System put Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% n/a 70 n/a Summer: 91 59 15% 50% 75 -39.13 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 ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (87 CFM) Summer Infiltration Specified: 0.250 AC/hr (87 CFM) ---System 2 --- Winter Infiltration & Ventilation Sensible Gain Multiplier: 14.49 Summer Infiltration & Ventilation Latent Gain Multiplier: -21.90 Infiltration Specified: 0.271 AC/hr 0.250 AC/hr Summer Infiltration Specified: 0.250 AC/hr (66 CFM) 165 CFM 152 CFM Infiltration Actual: 0.308 AC/hr 0.289 AC/hr Above Grade Volume: X 36,578 Cu.ft. X 36,578 Cu.ft. 11,283 Cu.ft./hr 10,578 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 188 CFM 176 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (87 CFM) Summer Infiltration Specified: 0.250 AC/hr (87 CFM) ---System 2 --- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (66 CFM) Summer Infiltration Specified: 0.250 AC/hr (66 CFM) Duct Load Factor Scenarios for System 2 Attic [No. Duct Duct Surface From Type Description Location Ceiling Leakage Insulation Area MDQ 1 Supply Attic Attic 16B 0.06 8 613.8 Yes 1 Return Attic Attic 16B 0.06 8 150.8 Yes M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 3 Load Preview Report Scope NetSys: Ton ft.' /Ton Area Sen Gain Lat Gain Net Gain Sen Loss Htg CFM Sy Clg CFM Sys Act CFM Duct Size Building 2.94 1,900 5,095 35,299 -3,113 35,299 66,082 1,042 1,740 1,740 System 1 1.56 2,239 3,140 18,757 -1,927 18,757 36,867 582 840 840 25x10 Humidification 1,890 Zone 1 3,140 18.757 -1,927 18,757 34,977 582 840 840 10x15 1 -Basement 1,581 1,997 -222 1,997 12,024 200 89 200 5,5,5 2 -Foyer 353 591 -297 591 2,652 44 26 44 6 3 -Study 172 2,411 -201 2,411 2,945 49 108 108 6,6 4 -Pantry 41 170 -43 170 499 8 8 8 3 5-KitcherVdining 432 5,569 -405 5,569 5,449 91 249 249 7,7,5 6 -Great Room 361 6,544 -364 6,544 7,551 126 293 293 7,7,7 7-Pwdr 57 124 -69 124 590 10 6 10 3 8 -Mud Room 87 1,019 -141 1,019 1,685 28 46 46 5 9-M Wic 56 331 -185 331 1,582 26 15 26 5 System 2 1.38 1,528 1,955 16,542 -1,186 16,542 29,215 460 900 900 20x10 Duct Latent -252 0 Zone 1 1,955 16,542 -934 16,542 29,215 460 900 900 10x16 10 -Bedroom 4 230 2,521 -52 2,521 4,231 67 137 137 6,6 11 -Bath 2 33 519 -105 519 1,377 22 28 28 5 12 -Laundry 59 850 -62 850 1.226 19 46 46 5 13 -Bedroom 3 205 2,126 44 2,126 4,105 65 116 116 6,6 14 -Bath 3 72 399 -56 399 1,100 17 22 22 5 15 -Bedroom 2 211 2,425 -29 2,425 3,603 57 132 132 6,6 16 -Loft 509 1,037 -57 1,037 2,263 36 56 56 6 17 -Master Bedroom 328 4,684 -184 4,684 6,395 101 255 255 8,8 18 -Master Bath 162 698 -112 698 1,884 30 38 38 6 19-W/C 21 196 -30 196 529 8 11 11 5 20-Wic 125 1,087 -203 1,087 2,503 39 59 59 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 -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM [Rhvaci Residential & Light Commercial HVAC Loads Elite Software Development, Inc. mith Willis HVAC LLC` Remington-Quail Ridge-5215 Pierson Ct-755A ttleton, CO 80125 Pa-e 4 Manual D Ductsize Data - Duct System 2 - Supply ---Duct Name, etc. Runout 0.01 6 Trunk 0.0003 15.2 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fii Shape Length Height Fit.Eq.Len SPL.Tol Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SMT -270, Feeds Into: Loft, Fitting: 1-1-111, Effective Length: 120.0 Runout 0.01 6 Trunk 0.0003 15.2 648 0.000 Up: Fan 55 20 0.042 0.050 Rect 0.8 10 119.2 0.298 Presize 900 4.2 0.371 0.429 ---Duct Name: ST -290, Feeds Into: Loft, Effective Length: 0.7 Up: ST -390 55 3.9 0.079 0.014 Trunk 0.0003 15.2 648 0.000 Up: SMT -270 55 20 0.042 0.000 Rect 0.7 10 0.0 0.000 Presize 900 3.3 0.370 0.430 ---Duct Name: SR -290, Supplies: Bedroom 3, Fittings: 2-I, 4 -AD, Effective Length: 42.6 Presize 28 25.5 Runout 0.01 6 295 0.009 Up: ST -390 55 4.7 0.047 0.011 Rnd 19.9 6.6 22.7 0.020 Presize 58 31.2 0.349 0.451 ---Duct Name: SR -300, Supplies: Bedroom 3, Fittings: 2-I, 4 -AD, Effective Length: 47.9 Runout 0.01 6 295 0.010 Up: ST -380 55 4.7 0.047 0.013 Rnd 21.6 6.6 26.4 0.023 Presize 58 33.9 0.347 0.453 ---Duct Name: SR -310, Supplies: Laundry, Fittings: 2-I, 4 -AD, Effective Length: 27.5 29.3 0.038 Runout 0.01 5 337 0.008 Up: ST -390 55 3.9 0.079 0.014 Rnd 9.8 5.5 17.7 0.022 Presize 46 12.8 0.348 0.452 ---Duct Name: SR -320, Supplies: Bath 2, Fittings: 2-I, 4 -AD, Effective Length: 36.7 Up: ST -290 55 Runout 0.01 5 205 0.006 Up: ST -390 55 3.9 0.030 0.005 Rnd 19.5 5.5 17.2 0.011 Presize 28 25.5 0.358 0.442 ---Duct Name: SR -330, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 57.6 Runout 0.01 6 351 0.019 Up: ST -370 55 4.7 0.067 0.019 Rnd 29.2 6.6 28.4 0.038 Presize 69 45.9 0.331 0.469 ---Duct Name: SR -340, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 57.6 Runout 0.01 6 351 0.019 Up: ST -360 55 4.7 0.067 0.020 Rnd 28.2 6.6 29.3 0.038 Presize 69 44.3 0.331 0.469 ---Duct Name: SR -350, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 79.4 Runout 0.01 8 364 0.016 Up: ST -290 55 6.2 0.048 0.022 Rnd 33.1 8.7 46.3 0.038 Presize 127 69.3 0.332 0.468 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvae - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 E Page 5 Manual D Ductsize Data - Duct System 2 - Supply (cont'd) ---Duct Name, etc. Runout 0.01 8 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -360, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 89.2 Runout 0.01 8 364 0.021 Up: ST -300 55 6.2 0.048 0.022 Rnd 42.9 8.7 46.3 0.043 Presize 127 89.8 0.328 0.472 ---Duct Name: SR -370, Supplies: Master Bath, Fittings: 2-I, 4 -AD, Effective Length: 52.7 301 Runout 0.01 6 194 0.005 Up: ST -320 55 4.7 0.021 0.006 Rnd 22.6 6.6 30.1 0.011 Presize 38 35.5 0.359 0.441 ---Duct Name: SR -380, Supplies: W/C, Fittings: 2-I, 4 -AD, Effective Length: 47.4 Runout 0.01 5 81 0.001 Up: ST -340 55 3.9 0.005 0.001 Rnd 26.1 5.5 21.3 0.002 Presize 11 34.2 0.367 0.433 ---Duct Name: SR -390, Supplies: Wic, Fittings: 2-I, 4 -AD, Effective Length: 57.2 Runout 0.01 6 301 0.013 Up: ST -350 55 4.7 0.049 0.015 Rnd 26.3 6.6 30.9 0.028 Presize 59 41.3 0.341 0.459 ---Duct Name: SR -400, Supplies: Loft, Fittings: 2-I, 4 -AD, Effective Length: 49.9 Runout 0.01 6 285 0.008 Up: ST -330 55 4.7 0.044 0.014 Rnd 19.0 6.6 30.8 0.022 Presize 56 29.9 0.348 0.452 ---Duct Name: ST -300, Feeds Into: Loft, Effective Length: 0.6 Trunk 0.0003 15.2 509 0.000 Up: ST -290 55 20 0.027 0.000 Rect 0.6 10 0.0 0.000 Presize 707 2.9 0.370 0.430 ---Duct Name: ST -310, Feeds Into: Loft, Effective Length: 1.9 Trunk 0.0003 15.2 370 0.000 Up: ST -300 55 20 0.015 0.000 Rect 1.9 10 0.0 0.000 Presize 514 9.6 0.370 0.430 ---Duct Name: ST -320, Feeds Into: Loft, Effective Length: 1.7 Trunk 0.0003 15.2 354 0.000 Up: ST -310 55 20 0.014 0.000 Rect 1.7 10 0.0 0.000 Presize 492 8.3 0.370 0.430 ---Duct Name: ST -330, Feeds Into: Loft, Effective Length: 1.1 Trunk 0.0003 15.2 327 0.000 Up: ST -320 55 20 0.012 0.000 Rect 1.1 10 0.0 0.000 Presize 454 5.4 0.370 0.430 M:\...\Remington-Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 _ Page 6 Manual D Ductsize Data - Duct System 2 - Supply (cont'd) ---Duct Name, etc. Runout Trunk 0.0003 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 -340, Feeds Into: Loft, Effective Length: 1.3 Runout Trunk 0.0003 15.2 287 Up: ST -330 55 20 0.010 Rect 1.3 10 0.0 Presize 398 6.2 0.370 ---Duct Name: ST -350, Feeds Into: Loft, Effective Length: 0.8 Presize 328 2.5 Trunk 0.0003 15.2 279 Up: ST -340 55 20 0.009 Rect 0.8 10 0.0 Presize 387 3.8 0.369 0.000 0.000 0.000 0.430 0.000 0.000 0.000 0.431 ---Duct Name: ST -360, Feeds Into: Loft, Effective Length: 0.5 Runout Trunk 0.0003 Trunk 0.0003 15.2 236 0.000 Up: ST -350 55 20 0.007 0.000 Rect 0.5 10 0.0 0.000 Presize 328 2.5 0.369 0.431 ---Duct Name: ST -370, Feeds Into: Loft, Effective Length: 0.8 Runout Trunk 0.0003 15.2 187 Up: ST -360 55 20 0.004 Rect 0.8 10 0.0 Presize 259 4.2 0.369 ---Duct Name: ST -380, Feeds Into: Loft, Effective Length: 0.7 Runout Trunk 0.0003 15.2 137 Up: ST -370 55 20 0.003 Rect 0.7 10 0.0 Presize 190 3.3 0.369 ---Duct Name: ST -390, Feeds Into: Loft, Effective Length: 1.0 20.5 0.363 Trunk 0.0003 15.2 95 Up: ST -380 55 20 0.001 Rect 1.0 10 0.0 Presize 132 5 0.369 ---Duct Name: SR -280, Supplies: Bath 3, Fittings: 2-I, 4 -AD, Effective Length: 38.7 Runout 0.01 5 161 Up: ST -310 55 3.9 0.019 Rnd 15.7 5.5 23.0 Presize 22 20.5 0.363 ---Duct Name: SR -270, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 47.5 Runout 0.01 6 336 Up: ST -300 55 4.7 0.061 Rnd 16.4 6.6 31.1 Presize 66 25.8 0.341 ---Duct Name: SR -260, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 40.7 Runout 0.01 6 336 Up: ST -290 55 4.7 0.061 Rnd 9.6 6.6 31.1 Presize 66 15.1 0.346 0.000 0.000 0.000 0.431 0.000 0.000 0.000 0.431 0.000 0.000 0.000 0.431 0.003 0.004 0.007 0.437 0.010 0.019 0.029 0.459 0.006 0.019 0.025 0.454 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 7 Manual D Ductsize Data - Duct System 2 - Supply (cont`d) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 12 Number of active runouts: 15 Total runout outlet airflow: 900 Main trunk airflow: 900 Largest trunk diameter: 15.2 SMT -270 Largest runout diameter: 8 SR -350 Smallest trunk diameter: 15.2 SMT -270 Smallest runout diameter: 5 SR -310 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.248 Supply fan static pressure available: 0.552 Runout maximum cumulative static pressure loss: 0.472 SR -360 Return loss added to supply: 0.131 Total effective length of return ( ft.): 321.0 Mstr Ceiling Total effective length of supply ( ft.): 210.5 SR -360 Overall total effective length ( ft.): 531.4 Mstr Ceiling to SR -360 Design overall friction rate per 100 ft.: 0.104 (Available SP x 100 / TEL) System duct surface area (Scenario 1): 613.8 Attic (Linked to duct load) Total system duct surface area: 613.8 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO $0125 11 Page 8 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Trunk 0.0003 16.9 376 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 -260, Feeds Into: Basement, Effective Length: 3.1 Trunk 0.0003 16.9 376 0.000 Up: ST -240 55 25 0.014 0.000 Rect 3.1 10 0.0 0.000 Presize 653 18 0.402 0.398 ---Duct Name: ST -250, Feeds Into: Basement, Fitting: 12-01, Effective Length: 13.0 Trunk 0.0003 15.2 466 0.001 Up: ST -260 55 20 0.023 0.002 Rect 3.7 10 9.3 0.003 Presize 647 18.3 0.399 0.401 ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 16.9 403 0.000 Up: ST -110 55 25 0.016 0.000 Rect 0.7 10 0.0 0.000 Presize 699 3.9 0.402 0.398 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 6.8 Trunk 0.0003 15.2 395 0.001 Up: ST -250 55 20 0.017 0.000 Rect 6.8 10 0.0 0.001 Presize 549 34.2 0.398 0.402 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 7.1 Trunk 0.0003 15.2 325 0.001 Up: ST -230 55 20 0.012 0.000 Rect 7.1 10 0.0 0.001 Presize 451 35.4 0.397 0.403 ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.4 Trunk 0.0003 12.9 180 0.000 Up: ST -170 55 14 0.005 0.000 Rect 5.4 10 0.0 0.000 Presize 175 21.7 0.394 0.406 ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 2.4 Trunk 0.0003 15.2 306 0.000 Up: ST -220 55 20 0.011 0.000 Rect 2.4 10 0.0 0.000 Presize 425 12.1 0.396 0.404 ---Duct Name: ST -180, Feeds Into: Basement, Fitting: 12-01, Effective Length: 8.3 Trunk 0.0003 12.9 382 0.000 Up: ST -190 55 14 0.019 0.001 Rect 0.8 10 7.6 0.002 Presize 371 3 0.395 0.405 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 265 0.000 Up: ST -140 55 14 0.010 0.000 Rect 0.8 10 0.0 0.000 Presize 258 3 0.395 0.405 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 E Page 9 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 12.9 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 -160, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 172 Up: ST -210 55 14 0.005 Rect 0.3 10 0.0 Presize 167 1 0.394 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-01, Effective Length: 123.4 Trunk 0.0003 16.9 485 Up: Fan 55 25 0.023 Rect 0.6 10 122.9 Presize 842 3.4 0.403 ---Duct Name: STA 10, Feeds Into: Basement, Effective Length: 1.6 Feeds Into: Basement, Effective Trunk 0.0003 16.9 459 Up: SMT -100 55 25 0.021 Rect 1.6 10 0.0 Presize 797 9.2 0.402 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.9 ---Duct Name: SR -120, Supplies: Basement, Fittings: Trunk 0.0003 16.9 54 Up: SMT -100 140 25 0.000 Rect 1.9 10 0.0 Presize 93 11.2 0.403 ---Duct Name: SR -100, Supplies: Basement, Effective Length: 2.2 Runout 0.0003 5 491 Up: ST -120 140 3.9 0.076 Rnd 2.2 5.5 0.0 Nearest Inch 67 2.8 0.401 ---Duct Name: SR -110, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 70.8 Runout 0.0003 5 491 Up: ST -140 140 3.9 0.076 Rnd 17.7 5.5 53.2 Nearest Inch 67 23.1 0.341 ---Duct Name: ST -140, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 382 Up: ST -180 55 14 0.019 Rect 0.3 10 0.0 Presize 371 1.3 0.395 ---Duct Name: SR -120, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 66.0 Runout 0.0003 5 491 Up: ST -160 140 3.9 0.076 Rnd 20.7 5.5 45.3 Nearest Inch 67 27.1 0.344 ---Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 141 Up: ST -160 55 14 0.003 Rect 0.7 10 0.0 Presize 137 2.7 0.394 0.000 0.000 0.000 0.406 0.000 0.028 0.277 0.397 0.000 0.000 0.000 0.398 0.000 0.000 0.000 0.397 0.002 0.000 0.002 0.399 0.013 0.041 0.054 0.459 0.000 0.000 0.000 0.405 0.016 0.035 0.050 0.456 0.000 0.000 0.000 0.406 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 E Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 7 367 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 84.4 Runout 0.0003 7 367 Up: ST -110 55 5.4 0.033 Rnd 18.8 7.7 65.6 Presize 98 34.4 0.374 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 88.4 Runout 0.0003 7 367 Up: ST -250 55 5.4 0.033 Rnd 18.8 7.7 69.6 Presize 98 34.5 0.369 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-1, 4-G, Effective Length: 84.4 Runout 0.0003 7 367 Up: ST -230 55 5.4 0.033 Rnd 18.8 7.7 65.6 Presize 98 34.4 0.369 ---Duct Name: SR -160, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 93.6 Runout 0.0003 7 311 Up: ST -170 55 5.4 0.025 Rnd 24.7 7.7 69.0 Presize 83 45.2 0.371 ---Duct Name: SR -170, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, 8-A2, Effective Length: 82.6 Runout 0.0003 7 311 Up: ST -150 55 5.4 0.025 Rnd 19.4 7.7 63.2 Presize 83 35.6 0.374 ---Duct Name: SR -180, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 56.4 Runout 0.0003 5 609 Up: ST -140 55 3.9 0.126 Rnd 1.3 5.5 55.1 Nearest Inch 83 1.7 0.324 ---Duct Name: SR -190, Supplies: Pantry, Fittings: 2-I, 4-G, Effective Length: 20.9 Runout 0.0003 3 Up: ST -210 55 2.4 Rnd 1.6 3.3 Presize 8 1.2 ---Duct Name: SR -200, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 62.7 Runout 0.0003 6 Up: ST -150 55 4.7 Rnd 18.3 6.6 Presize 54 28.7 ---Duct Name: SR -210, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 62.7 Runout 0.0003 6 Up: ST -190 55 4.7 Rnd 18.3 6.6 Presize 54 28.7 163 0.024 19.3 0.390 0.006 0.022 0.028 0.426 0.006 0.023 0.030 0.431 0.006 0.022 0.028 0.431 0.006 0.017 0.023 0.429 0.005 0.016 0.021 0.426 0.002 0.070 0.071 0.476 0.000 0.005 0.005 0.410 275 0.004 0.024 0.011 44.4 0.015 0.379 0.421 275 0.004 0.024 0.011 44.4 0.015 0.381 0.419 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson E Ct-755A Littleton, CO 80125 Page 11 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot . Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 64.9 Runout 0.0003 6 224 0.004 Up: ST -220 140 4.7 0.015 0.006 Rnd 24.1 6.6 40.9 0.010 Presize 44 37.8 0.387 0.413 ---Duct Name: SR -230, Supplies: Pwdr, Fittings: 2-I, 4-H, Effective Length: 19.2 Runout 0.0003 3 204 0.001 Up: ST -260 140 2.4 0.031 0.005 Rnd 4.2 3.3 15.1 0.006 Presize 10 3.3 0.396 0.404 ---Duct Name: SR -240, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 40.5 Runout 0.0003 5 337 0.000 Up: ST -240 55 3.9 0.044 0.017 Rnd 1.0 5.5 39.5 0.018 Presize 46 1.3 0.384 0.416 ---Duct Name: SR -250, Supplies: M Wic, Fittings: 2-I, 4-G, 8-A2, Effective Length: 48.5 Runout 0.0003 5 191 0.001 Up: ST -120 140 3.9 0.014 0.006 Rnd 7.3 5.5 41.1 0.007 Presize 26 9.6 0.396 0.404 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. _ Summary Number of active trunks: 15 Number of active runouts: 16 Total runout outlet airflow: 986 Main trunk airflow: 842 Largest trunk diameter: 16.9 ST -260 Largest runout diameter: 7 SR -130 Smallest trunk diameter: 12.9 ST -210 Smallest runout diameter: 3 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.249 Supply fan static pressure available: 0.551 Runout maximum cumulative static pressure loss: 0.476 SR -180 Return loss added to supply: 0.120 Total effective length of return ( ft.): 424.5 high/low Total effective length of supply ( ft.): 223.2 SR -180 Overall total effective length ( ft.): 647.7 high/low to SR -180 Design overall friction rate per 100 ft.: 0.085 (Available SP x 100 / TEL) M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 12_ Manual D Ductsize Data - Duct System 9 - Supply (cont'd) Summary System duct surface area (Scenario 1): 527.7 Main (Linked to duct load) Total system duct surface area: 527.7 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A E Littleton, CO 80125 Page 13 Manual D Ductsize Data - Duct System 2 - Return ---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: RMT -190, Feeds From: Loft, Fittings: 5-1-11, 5-N, 11-A, Effective Length: 262.2 Trunk 0.0003 15.2 648 0.000 Up: Fan 75 20 0.040 0.106 Rect 0.7 10 261.6 0.106 Presize 900 3.3 -0.025 0.131 ---Duct Name: Mstr Ceiling, Returns From: Master Bedroom, Fittings: 6-C, 6-M, Effective Length: 58.8 Runout 0.01 12 461 0.008 Up: RMT -190 75 9.3 0.043 0.017 Rnd 18.0 13.1 40.8 0.025 Presize 362 56.4 0.000 0.025 ---Duct Name: Ceiling 2, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 44.6 Runout 0.01 12 343 0.005 Up: RMT -190 75 9.3 0.024 0.006 Rnd 20.4 13.1 24.2 0.011 Presize 269 64.1 -0.014 0.011 ---Duct Name: Ceiling, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 32.8 Runout 0.01 12 343 0.002 Up: RMT -190 75 9.3 0.024 0.006 Rnd 8.6 13.1 24.2 0.008 Presize 269 27 -0.017 0.008 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 3 Total runout outlet airflow: 900 Main trunk airflow: 900 Largest trunk diameter: 15.2 RMT -190 Largest runout diameter: 12 Mstr Ceiling Smallest trunk diameter: 15.2 RMT -190 Smallest runout diameter: 12 Mstr Ceiling Runout maximum cumulative static pressure loss: 0.025 Mstr Ceiling Return loss added to supply: 0.131 Total effective length of return ( ft.): 321.0 Mstr Ceiling System duct surface area (Scenario 1): 150.8 Attic (Linked to duct load) Total system duct surface area: 150.8 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM sidential & Elite oftware ent, Inc. FRhvac m th & Willis HVAC L Cght Commercial HVAC Loads RemingtonQuailSRig-525 Pelson�Ct-�755A tleton, CO 80125 Pae 14 [Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Trunk 0.0003 16.9 Trunk 0.0003 16.9 518 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 -170, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Trunk 0.0003 16.9 518 0.000 Up: RT -110 75 25 0.025 0.000 Rect 1.0 10 0.0 0.000 Presize 900 5.8 -0.066 0.119 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Trunk 0.0003 16.9 472 0.000 Up: RT -170 75 25 0.021 0.000 Rect 1.0 10 0.0 0.000 Presize 820 5.8 -0.066 0.118 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 12.9 Trunk 0.0003 16.9 426 0.000 Up: RT -160 75 25 0.017 0.000 Rect 1.0 10 0.0 0.000 Presize 740 5.8 -0.066 0.118 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 2.0 Trunk 0.0003 12.9 483 Trunk 0.0003 16.9 380 0.000 Up: RT -150 75 25 0.014 0.000 Rect 2.0 10 0.0 0.000 Presize 660 11.7 -0.066 0.118 ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-H1, 5-N, Effective Length: 180.1 Trunk 0.0003 16.9 565 0.000 Up: Fan 75 25 0.029 0.052 Rect 0.4 10 179.7 0.052 Presize 980 2.4 -0.068 0.120 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 5.6 Trunk 0.0003 16.9 565 0.002 Up: RMT -100 75 25 0.029 0.000 Rect 5.6 10 0.0 0.002 Presize 980 32.6 -0.067 0.119 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 11.1 Trunk 0.0003 12.9 483 0.003 Up: RT -180 75 14 0.028 0.000 Rect 11.1 10 0.0 0.003 Presize 470 44.3 -0.057 0.110 ---Duct Name: RT -180, Feeds From: Basement, Fitting: 12-F1, Effective Length: 18.4 Trunk 0.0003 12.9 483 0.001 Up: RT -140 75 14 0.028 0.005 Rect 2.0 10 16.4 0.005 Presize 470 8 -0.061 0.113 ---Duct Name: bsmt, Returns From: Basement, Fittings: 6-C, 6-M, Effective Length: 35.1 Runout 0.0003 8 544 0.005 Up: RT -140 75 6.2 0.056 0.015 Rnd 9.0 8.7 26.1 0.020 Presize 190 18.8 -0.046 0.020 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A E Littleton, CO 80125 Page 15 Manual D Ductsize Data - Duct System 9 - Return (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot_ Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: high/low, Returns From: Study, Fittings: 6-13, 6-F, 6-H, Effective Length: 204.3 Runout 0.0003 12.9 483 0.000 Up: RT -120 75 14 0.028 0.057 Rect 0.6 10 203.7 0.057 Presize 470 2.4 0.000 0.057 ---Duct Name: GR High, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 0.001 Up: RT -110 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.058 0.009 ---Duct Name: GR High 2, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 0.001 Up: RT -170 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.058 0.009 ---Duct Name: H Low 2, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.3 Runout 0.0003 7 299 0.001 Up: RT -160 75 5.4 0.023 0.008 Rnd 3.9 7.7 34.4 0.009 Presize 80 7.2 -0.057 0.009 ---Duct Name: H Low, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 0.001 Up: RT -150 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.057 0.009 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 8 Number of active runouts: 6 Total runout outlet airflow: 980 Main trunk airflow: 980 Largest trunk diameter: 16.9 RT -170 Largest runout diameter: 12.9 high/low Smallest trunk diameter: 12.9 RT -120 Smallest runout diameter: 7 GR High Runout maximum cumulative static pressure loss: 0.057 high/low Return loss added to supply: 0.120 Total effective length of return ( ft.): 424.5 high/low M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 E Page 16 Manual D Ductsize Data - Duct System 1 - Return (cont'd) Summary System duct surface area (Scenario 1): 166.9 Main (Linked to duct load) Total system duct surface area: 166.9 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 -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5215 Pierson Ct-755A Littleton CO 80125 Page 17 Total Building Summary Loads Component ` Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 702.5 14,552 0 17,997 17,997 R6.6 Door: Door- 20 208 0 66 66 R5 Door: Door- 20 276 0 88 88 Bsmt R11-9: Wall- 1633.2 6,170 0 94 94 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 3206.3 13,934 0 2,278 2,278 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2317.1 3,200 0 2,133 2,133 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1581.3 2,182 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide Floor R50.4-c: Floor- 751.4 1,555 0 136 136 Subtotals for structure: 43,383 0 22,840 22,840 People: 5 1,000 1,150 2,150 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 9,058 -252 4,884 4,632 Infiltration: Winter CFM: 188, Summer CFM: 176 11,751 -3,861 2,556 -1,305 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.15 gal/day : 1,890 0 0 0 AED Excursion: 0 0 2,669 2,669 Total Building Load Totals: 66,082 -3,113 35,299 32,185 Check Figures Total Building Supply CFM: 1,740 CFM Per Square ft.: 0.342 Square ft. of Room Area: 5,095 Square ft. Per Ton: 1,900 Volume (ft') of Cond. Space: 50,263 Buiiding Loads Total Heating Required Including Ventilation Air: 66,082 Btuh 66.082 MBH Total Sensible Gain: 35,299 Btuh 100 % Total Latent Gain: -3,113 Btuh 0 % Total Cooling Required Including Ventilation Air: 35,299 Btuh 2.94 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 -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\...\Remington-Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith& Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Pae 18 _ System 9 System I Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 440 9,113 0 11,243 11,243 R6.6 Door: Door- 20 208 0 66 66 R5 Door: Door- 20 276 0 88 88 Bsmt R11-9: Wall- 1633.2 6,170 0 94 94 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 1937.4 8,421 0 1,378 1,378 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 361.5 499 0 333 333 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1581.3 2,182 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide Subtotals for structure: 28,175 0 13,250 13,250 People: 1 200 230 430 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 109, Summer CFM: 97 6,802 -2,127 1,408 -719 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.15 gal/day : 1,890 0 0 0 AED Excursion: 0 0 2,669 2,669 System 1 System 1 Load Totals: 36,867 -1,927 18,757 16,830 Check Figures Supply CFM: 840 CFM Per Square ft.: 0.268 Square ft. of Room Area: 3,140 Square ft. Per Ton: 2,239 Volume (ft') of Cond. Space: 34,455 System Loads Total Heating Required Including Ventilation Air: 36,867 Btuh 36.867 MBH Total Sensible Gain: 18,757 Btuh 100 % Total Latent Gain: -1,927 Btuh 0 % Total Cooling Required Including Ventilation Air: 18,757 Btuh 1.56 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-Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 19 System 2 System 2 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 262.5 5,439 0 6,754 6,754 Exterior R23: Wall- 1268.9 5,513 0 900 900 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1955.6 2,701 0 1,800 1,800 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 Floor R50.4 -c: Floor- 751.4 1,555 0 136 136 Subtotals for structure: 15,208 0 9,590 9,590 People: 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 9,058 -252 4,884 4,632 Infiltration: Winter CFM: 79, Summer CFM: 79 4,949 -1,734 1,148 -586 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 2 System 2 Load Totals: 29,215 -1,186 16,542 15,356 Check Figures Supply CFM: 900 CFM Per Square ft.: 0.460 Square ft. of Room Area: 1,955 Square ft. Per Ton: 1,528 Volume (ft3) of Cond. Space: 15,808 System Loads Total Heating Required Including Ventilation Air: 29,215 Btuh 29.215 MBH Total Sensible Gain: 16,542 Btuh 100 % Total Latent Gain: -1,186 Btuh 0 % Total Cooling Required Including Ventilation Air: 16,542 Btuh 1.38 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 -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 20 Equipment Data - System 1 - System 1 Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA024****(A, B) CNPV*3617AL* CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6394972 23400 13 SEER Natural Gas Furnace 59SC2C060S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 56000 92.1 AFUE Cooling Equipment Picture Heating Equipment Picture M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 21 Equipment Data - System 2 - System 2 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 CA13NA024****D CNPV*3017AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6540241 23200 13 SEER Natural Gas Furnace 59SC2C040S17--12 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 37000 92.1 AFUE Cooling Equipment Picture Heating Equipment Picture M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington-Quail Ridge-5215 Pierson Ct-755A E Littleton, CO 80125 Page 22 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,581.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,581.0 sq.ft. Supply Air: 200 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 0.8 AC/hr Volume: 15,813.0 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.: 11 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Bsmt R11-9 20 X 10 200 0.051 3.9 770 0.1 0 15 S -Wall-Bsmt R11-9 6 X 10 60 0.051 3.9 231 0.1 0 4 W -Wall-Bsmt R11-7 16.9 X 10 149.2 0.051 4.2 627 0.2 0 23 N -Wall-Bsmt R11-9 44.5 X 10 405 0.051 3.6 1,440 0.0 0 3 E -Wall-Bsmt R11-9 12 X 10 120 0.051 3.9 462 0.1 0 9 N -Wall-Bsmt R11-9 6.8 X 10 67.5 0.051 3.9 260 0.1 0 5 E -Wall-Bsmt R11-9 13.5 X 10 134.8 0.051 3.9 519 0.1 0 10 S -Wall-Bsmt R11-9 16.6 X 10 165.8 0.051 3.9 638 0.1 0 12 E -Wall-Bsmt R11-9 5.2 X 10 52.1 0.051 3.9 201 0.1 0 4 S -Wall-Bsmt R11-9 3 X 10 30 0.051 3.9 116 0.1 0 2 E -Wall-Bsmt R11-9 19.2 X 10 192.2 0.051 3.9 740 0.1 0 14 S -Wall-Bsmt R11-9 7.6 X 10 75.8 0.051 3.9 292 0.1 0 6 W -Wall-Bsmt R11-9 13 X 10 130 0.051 3.9 501 0.1 0 10 S -Wall-Bsmt R11-7 18.1 X 10 160.8 0.051 4.2 679 0.2 0 25 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 663 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 10.7 0 213 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 10.7 0 213 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 16.8 0 335 Floor-21A-32 1 X 1581.3 1581.3 0.020 1.4 2,182 0.0 0 0 Subtotals for Structure: 11,314 0 1,566 Infil.: Win.: 11.4, Sum.: 10.1 272 2.607 710 0.540 -222 147 AED Excursion: 284 Room Totals: 12,024 -222 1,997 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson E Ct-755A Littleton, CO 80125 Page 23 Detailed Room Loads - Room 2 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 353.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 353.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.7 AC/hr Volume: 3,563.0 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.: 15 CFM Actual Summer Infil.: 14 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 6.5 X 10.1 45.3 0.063 4.3 197 0.7 0 32 E -Wall-Exterior R23 13.2 X 10.1 132.8 0.063 4.3 577 0.7 0 95 S -Wall-Exterior R23 16.5 X 10.1 165.9 0.063 4.3 721 0.7 0 118 N -Door-R6.6 Door 3 X 6.7 20 0.151 10.4 208 3.3 0 66 Subtotals for Structure: 1,703 0 311 Infil.: Win.: 15.2, Sum.: 13.5 364 2.607 949 0.538 -297 196 AED Excursion: 84 Room Totals: I I 2,652 -297 591 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A E Littleton, CO 80125 Page 24 Detailed Room Loads - Room 3 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 171.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 172.0 sq.ft. Supply Air: 108 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.7 AC/hr Volume: 1,733.0 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.: 10 CFM Actual Summer Infil.: 9 CFM Item Area -U- Htg Sen Ctg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 12.5 X 10.1 96 0.063 4.3 417 0.7 0 68 E -Wall-Exterior R23 12 X 10.1 76 0.063 4.3 330 0.7 0 54 N -GIs-Remington shgc-0.3 100%S 30 0.300 20.7 621 10.6 0 319 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 Subtotals for Structure: 2,301 0 1,935 Infil.: Win.: 10.3, Sum.: 9.2 247 2.608 644 0.539 -201 133 AED Excursion: 343 Room Totals: 2,945 -201 2,411 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson E Ct-755A Littleton, CO 80125 Page 25 Detailed Room Loads - Room 4 - Pantry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.8 ft. System Number: 1 Room Width: 5.3 ft. Zone Number: 1 Area: 41.0 sq.ft. Supply Air: 8 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 415.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain' N -Wall-Exterior R23 5.2 X 10.1 44.9 0.063 4.3 195 0.7 0 32 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 10.6 0 85 Subtotals for Structure: 361 0 117 Infil.: Win.: 2.2, Sum.: 2.0 53 2.608 138 0.548 -43 29 AED Excursion: 24 Room Totals: 499 -43 170 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson E Ct-755A Littleton, CO 80125 Page 26 Detailed Room Loads - Room 5 - Kitchen/dining (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 431.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 432.0 sq.ft. Supply Air: 249 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.4 AC/hr Volume: 4,352.0 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.: 21 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 16.8 X 10.1 96.8 0.063 4.3 421 0.7 0 69 N -Wall-Exterior R23 26.5 X 10.1 237.1 0.063 4.3 1,031 0.7 0 169 S -Wall-Exterior R23 6 X 10.1 40.5 0.063 4.3 176 0.7 0 29 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 N -GIs-Remington shgc-0.3 100%S 30 0.300 20.7 621 10.6 0 319 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 16.7 0 335 Subtotals for Structure: 4,155 0 3,309 Infil.: Win.: 20.7, Sum.: 18.5 496 2.607 1,294 0.540 -405 268 AED Excursion: 792 Equipment: 0 1,200 Room Totals: 5,449 -405 5,569 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson E Ct-755A Littleton CO 80125 Page 27 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 20.1 ft. System Number: 1 Room Width: 18.0 ft. Zone Number: 1 Area: 361.0 sq.ft. Supply Air: 293 CFM Ceiling Height: 18.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 6,566.0 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.: 29 CFM Actual Summer Infil.: 26 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 20.1 X 18.2 243.9 0.063 4.3 1,060 0.7 0 174 S -Wall-Exterior R23 18 X 18.2 311.1 0.063 4.3 1,352 0.7 0 221 W -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 33.2 0 1,095 W -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 33.2 0 1,095 W -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 33.2 0 1,824 S -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 16.8 0 67 S -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 16.8 0 67 S -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 16.8 0 67 S -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 16.8 0 67 UP-Ceil-1613-50 361.5 X 1 361.5 0.020 1.4 499 0.9 0 333 Subtotals for Structure: 5,748 0 5,010 Infil.: Win.: 28.9, Sum.: 25.7 692 2.606 1,803 0.539 -564 373 AED Excursion: 931 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 7,551 -364 6,544 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads„ Smith & Willis HVAC LLC Remington-Quail Elite Software Development, Inc. Ridge-5215 Pierson Ct-755A Littleton, CO 80125 Page 28 Detailed Room Loads - Room 7 - Pwdr (Average Load Procedure) 1 General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 56.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 57.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 573.0 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.: 4 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 5.5 X 10.1 55.4 0.063 4.3 241 0.7 0 39 S -Wall-Exterior R23 2.9 X 10.1 29.3 0.063 4.3 128 0.7 0 21 Subtotals for Structure: 369 0 60 Infil.: Win.: 3.5, Sum.: 3.2 85 2.607 221 0.543 -69 46 AED Excursion: 18 Room Totals: 590 -69 124 I i M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson v Ct-755A Littleton, CO 80125 Page 29, Detailed Room Loads - Room 8 - Mud Room (Average Load Procedure) General. _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 86.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 87.0 sq.ft. Supply Air: 46 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.1 AC/hr Volume: 873.0 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.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 5.5 X 10.1 37.2 0.063 4.3 162 0.7 0 27 E -Wall-Exterior R23 11.7 X 10.1 97.6 0.063 4.3 424 0.7 0 69 E -Door-R5 Door 3 X 6.7 20 0.200 13.8 276 4.4 0 88 W -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 Subtotals for Structure: 1,235 0 781 Infil.: Win.: 7.2, Sum.: 6.4 173 2.603 450 0.538 -141 93 AED Excursion: 145 Room Totals: 1,685 -141 1,019 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington-Quail Ridge-5215 Pierson Ct-755A E Littleton, CO 80125 Page 30 Detailed Room Loads - Room 9 - M Wic (Average Load Procedure) neral Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 7.6 ft. System Number: 1 Room Width: 7.4 ft. Zone Number: 1 Area: 56.0 sq.ft. Supply Air: 26 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.8 AC/hr Volume: 567.0 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' W -Wall-Exterior R23 7.6 X 10.1 76.4 0.063 4.3 332 0.7 0 54 E -Wall-Exterior R23 7.6 X 10.1 76.4 0.063 4.3 332 0.7 0 54 S -Wall-Exterior R23 7.4 X 10.1 74.8 0.063 4.3 325 0.7 0 53 Subtotals for Structure: 989 0 161 Infil.: Win.: 9.5, Sum.: 8.5 228 2.605 593 0.540 -185 123 AED Excursion: 47 Room Totals: 1,582 -185 331 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Is Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 31 Detailed Room Loads - Room 10 - Bedroom 4 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 230.2 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 230.0 sq.ft. Supply Air: 137 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.4 AC/hr Volume: 1,860.0 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.: 12 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 12.2 X 8.1 99 0.063 4.3 430 0.7 0 70 E -Wall-Exterior R23 12.8 X 8.1 73.7 0.063 4.3 320 0.7 0 52 S -Wall-Exterior R23 2 X 8.1 16.1 0.063 4.3 70 0.7 0 11 S -Wall-Exterior R23 0.5 X 8.1 3.7 0.063 4.3 16 0.7 0 3 E -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 UP-Ceil-1613-50 230.2 X 1 230.2 0.020 1.4 318 0.9 0 212 Floor -Floor R50.4 1 X 205.1 205.1 0.030 2.1 425 0.2 0 37 Subtotals for Structure: 2,200 0 1,380 Infil.: Win.: 11.5, Sum.: 11.5 222 3.232 719 0.751 -252 167 Ductwork: 1,312 744 People: 200 lat/per, 230 sen/per:_ 1 _ 200 230 Room Totals: I I 4,231 -52 2,521 I I M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM �Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. L1Remington-Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Pa a 32 _ Detailed Room Loads - Room 11 - Bath 2 (Average Load Procedure) I General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.6 ft. System Number: 2 Room Width: 5.9 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 28 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 6.3 AC/hr Volume: 267.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg fiat Sen' Description Quantity_ Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 5.6 X 8.1 41.1 0.063 4.3 179 0.7 0 29 S -Wall-Exterior R23 5.9 X 8.1 43.8 0.063 4.3 191 0.7 0 31 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 S -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 16.8 0 67 UP-Ceil-16B-50 33 X 1 33 0.020 1.4 46 0.9 0 30 Floor -Floor R50.4 1 X 33 33 0.030 2.1 68 0.2 0 6 Subtotals for Structure: 650 0 296 Infil.: Win.: 4.8, Sum.: 4.8 93 3.229 300 0.753 -105 70 Ductwork: 427 153 Room Totals: 1,377 -105 519 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM - Residential & Light Commercial HVAC Loads h &Willis HVAC LLC [Rjhvac Elite Software Development, Inc. Remington -Quail Ridge -5215 Pierson Ct 755A on, CO 80125 Page 33 Detailed Room Loads - Room 12 - Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.8 ft. System Number: 2 Room Width: 8.8 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 46 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.8 AC/hr Volume: 477.0 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-Exterior R23 6.8 X 8.1 40.5 0.063 4.3 176 0.7 0 29 E -GIs-Remington shgc-0.3 0%S 14 0.300 20.7 290 33.1 0 464 UP-Ceil-1613-50 59.1 X 1 59.1 0.020 1.4 82 0.9 0 54 Floor -Floor R50.4 1 X 59.1 59.1 0.030 2.1 122 0.2 0 11 Subtotals for Structure: 670 0 558 Infil.: Win.: 2.8, Sum.: 2.8 55 3.227 176 0.752 -62 41 Ductwork: 380 251 Room Totals: 1,226 -62 850 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Pae 34 Detailed Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 204.9 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 205.0 sq.ft. Supply Air: 116 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.2 AC/hr Volume: 1,657.0 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.: 11 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 1.2 X 8.1 9.5 0.063 4.3 41 0.7 0 7 N -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 E -Wall-Exterior R23 6.6 X 8.1 38.2 0.063 4.3 166 0.7 0 27 S -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 E -Wall-Exterior R23 4.9 X 8.1 39.8 0.063 4.3 173 0.7 0 28 S -Wall-Exterior R23 12.2 X 8.1 83.3 0.063 4.3 362 0.7 0 59 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 16.7 0 251 UP-Ceil-166-50 204.9 X 1 204.9 0.020 1.4 283 0.9 0 189 Floor -Floor R50.4 1 X 204.9 204.9 0.030 2.1 424 0.2 0 37 Subtotals for Structure: 2,135 0 1,106 Infil.: Win.: 11.2, Sum.: 11.2 216 3.233 697 0.751 -244 162 Ductwork: 1,273 628 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: I 4,105 -44 2,126 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 35 Detailed Room Loads - Room 14 - Bath 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.8 ft. System Number: 2 Room Width: 6.2 ft. Zone Number: 1 Area: 72.0 sq.ft. Supply Air: 22 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 586.0 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 S -Wall-Exterior R23 6.2 X 8.1 41.9 0.063 4.3 182 0.7 0 30 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 16.8 0 134 UP-Ceil-166-50 72.5 X 1 72.5 0.020 1.4 100 0.9 0 67 Floor -Floor R50.4 1 X 72.5 72.5 0.030 2.1 150 0.2 0 13 Subtotals for Structure: 598 0 244 Infil.: Win.: 2.6, Sum.: 2.6 50 3.229 161 0.742 -56 37 Ductwork: 341 118 Room Totals: 1,100 -56 399 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A 0 Littleton, CO 80125 Page 36 Detailed Room Loads - Room 15 - Bedroom 2 (Average Load Procedure) Genera Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 210.9 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 211.0 sq.ft. Supply Air: 132 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.6 AC/hr Volume: 1,705.0 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.: 10 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Cig Lat Sen Desai tion Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 12.9 X 8.1 74.2 0.063 4.3 322 0.7 0 53 S -Wall-Exterior R23 12.2 X 8.1 98.3 0.063 4.3 427 0.7 0 70 W -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 UP-Ceil-16B-50 210.9 X 1 210.9 0.020 1.4 291 0.9 0 194 Floor -Floor R50.4 1 X 82.4 82.4 0.030 2.1 171 0.2 0 15 Subtotals for Structure: 1,832 0 1,327 Infil.: Win.: 10.5, Sum.: 10.5 202 3.230 654 0.751 -229 152 Ductwork: 1,117 716 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 3,603 -29 2,425 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington E -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 37 Detailed Room Loads - Room 16 - Loft (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 508.6 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 509.0 sq.ft. Supply Air: 56 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.8 AC/hr Volume: 4,111.0 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 N -Wall-Exterior R23 6.2 X 8.1 32.4 0.063 4.3 141 0.7 0 23 N -GIs-Remington shgc-0.3 100%S 17.5 0.300 20.7 362 10.6 0 186 UP-Ceil-16B-50 508.6 X 1 508.6 0.020 1.4 702 0.9 0 468 Floor -Floor R50.4 1 X 94.4 94.4 0.030 2.1 195 0.2 0 17 Subtotals for Structure: 1,400 0 694 Infil.: Win.: 2.6, Sum.: 2.6 50 3.224 161 0.741 -57 37 Ductwork: 702 306 Room Totals: 2,263 -57 1,037 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 38 Detailed Room Loads - Room 17 - Master Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 328.0 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 328.0 sq.ft. Supply Air: 255 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.8 AC/hr Volume: 2,651.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 18 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 16.9 X 8.1 76.7 0.063 4.3 333 0.7 0 55 N -Wall-Exterior R23 18.8 X 8.1 139 0.063 4.3 604 0.7 0 99 S -Wall-Exterior R23 6.2 X 8.1 38 0.063 4.3 165 0.7 0 27 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 N -GIs-Remington shgc-0.3 100%S 12.5 0.300 20.7 259 10.6 0 133 S -GIs-Remington shgc-0.3 0%S 12.5 0.300 20.7 259 16.7 0 209 UP-Ceil-1613-50 328 X 1 328 0.020 1.4 453 0.9 0 302 Subtotals for Structure: 3,317 0 2,817 Infil.: Win.: 17.5, Sum.: 17.5 339 3.233 1,095 0.750 -384 254 Ductwork: 1,983 1,383 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,395 -184 4,684 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development,Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 39 Detailed Room Loads - Room 18 - Master Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 161.7 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 162.0 sq.ft. Supply Air: 38 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.7 AC/hr Volume: 1,307.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 12.2 X 8.1 79 0.063 4.3 343 0.7 0 56 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 10.7 0 213 UP-Ceil-1613-50 161.7 X 1 161.7 0.020 1.4 223 0.9 0 149 Subtotals for Structure: 980 0 418 Infil.: Win.: 5.1, Sum.: 5.1 99 3.233 320 0.748 -112 74 Ductwork: 584 206 Room Totals: 1,884 -112 698 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM R a - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 40 Detailed Room Loads - Room 19 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.4 ft. System Number: 2 Room Width: 3.3 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 11 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.7 AC/hr Volume: 173.0 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.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 3.3 X 8.1 18.9 0.063 4.3 82 0.7 0 13 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 10.6 0 85 UP-Ceil-1613-50 21.4 X 1 21.4 0.020 1.4 30 0.9 0 20 Subtotals for Structure: 278 0 118 Infil.: Win.: 1.4, Sum.: 1.4 27 3.233 87 0.743 -30 20 Ductwork: 164 58 Room Totals: I I i 529 -30 196 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 41 Detailed Room Loads - Room 20 - Wic (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 125.4 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 125.0 sq.ft. Supply Air: 59 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,014.0 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.: 9 CFM Item Area _U_ Htg Sen CIg Sen Description Quantity Vale HTM Loss HTM Gan Gain N -Wall-Exterior R23 10.2 X 8.1 82.2 0.063 4.3 357 0.7 0 58 E -Wall-Exterior R23 12 X 8.1 84.9 0.063 4.3 369 0.7 0 60 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 UP-Ceil-166-50 125.4 X 1 125.4 0.020 1.4 173 0.9 0 115 Subtotals for Structure: 1,148 0 632 Infil.: Win.: 9.3, Sum.: 9.3 179 3.234 579 0.748 -203 134 Ductwork: 776 321 Room Totals: 2,503 -203 1,087 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton CO 80125 Page 42 System 9 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 1,581 12,024 200 5,5,5 - 1,997 -222 110 200 2 Foyer 353 2,652 44 6 - 591 -297 33 44 3 Study 172 2,945 49 6,6 - 2,411 -201 133 108 4 Pantry 41 499 8 3 - 170 -43 9 8 5 Kitchen/dining 432 5,449 91 7,7,5 - 5,569 -405 307 249 6 Great Room 361 7,551 126 7,7,7 - 6,544 -364 361 293 7 Pwdr 57 590 10 3 - 124 -69 7 10 8 Mud Room 87 1,685 28 5 - 1,019 -141 56 46 9 M Wic 56 1,582 26 5 - 331 -185 18 26 Humidification 1,890 System 1 total 3,140 36,867 582 18,757 -1,927 1,036 840 System 1 Main Trunk Size: 25x10 in. Velocity: 485 ft./min Loss per 100 ft.: 0.023 in.wg Duct size results above are from Manual D Ductsize. 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. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.56 111% / -11% 18,757 -1,927 18,757 Actual: 1.95 100%/0% 23,400 0 23,400 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C060S17--16 CA13NA024.... (A,B) Indoor Model: CNPV"3617AL* Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 56000 23400 Sensible Capacity: n/a 23,400 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6394972 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 43 System 2 Room Load Summary Htg Min Run Run Clg Cig 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--- 10 Bedroom 4 230 4,231 67 6,6 - 2,521 -52 139 137 11 Bath 2 33 1,377 22 5 - 519 -105 29 28 12 Laundry 59 1,226 19 5 - 850 -62 47 46 13 Bedroom 3 205 4,105 65 6,6 - 2,126 -44 117 116 14 Bath 3 72 1,100 17 5 - 399 -56 22 22 15 Bedroom 2 211 3,603 57 6,6 - 2,425 -29 134 132 16 Loft 509 2,263 36 6 - 1,037 -57 57 56 17 Master Bedroom 328 6,395 101 8,8 - 4,684 -184 259 255 18 Master Bath 162 1,884 30 6 - 698 -112 39 38 19 W/C 21 529 8 5 - 196 -30 11 11 20 Wic 125 2,503 39 6 - 1,087 -203 60 59 Duct Latent -252 System 2 total 1,955 29,215 461 16,542 -1,186 913 900 System 2 Main Trunk Size: 20x10 in. Velocity: 648 ft./min Loss per 100 ft.: 0.042 in.wg Duct size results above are from Manual D Ductsize. 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. Cooling S stem Summa Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.38 108%/-8% 16,542 -1,186 16,542 Actual: 1.93 100%/0% 23,200 0 23,200 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C040S17--12 CA13NA024****D Indoor Model: CNPV*3017AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 37000 23200 Sensible Capacity: n/a 23,200 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6540241 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 Page 44 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 0° 45° 90° 135° 1804 225° 270° 315° High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement *200 200 200 200 200 200 200 200 5,5,5 2 Foyer *44 44 44 44 44 44 44 44 6 3 Study 108 120 125 *125 115 108 99 103 6,6 4 Pantry 8 13 *20 15 10 14 19 13 3 5 Kitchen/dining 249 252 259 251 248 254 *264 256 7,7,5 6 Great Room *293 248 196 240 282 256 223 264 7,7,7 7 Pwdr *10 10 10 10 10 10 10 10 3 8 Mud Room *46 38 29 37 45 39 33 40 5 9 M Wic *26 26 26 26 26 26 26 26 5 System 2: Zone 1: 10 Bedroom 4 *137 126 112 125 136 114 95 115 6,6 11 Bath 2 28 30 *32 29 26 27 29 29 5 12 Laundry *46 41 32 41 46 35 24 36 5 13 Bedroom 3 116 124 *130 117 108 111 121 117 6,6 14 Bath 3 22 29 *36 26 18 26 36 29 5 15 Bedroom 2 *132 110 90 109 131 119 105 120 6,6 16 Loft 56 74 *98 80 64 79 97 74 6 17 Master Bedroom *255 234 212 233 252 253 241 255 8,8 18 Master Bath 38 58 *82 65 47 64 81 58 6 19 W/C 11 19 *28 21 14 21 27 19 5 20 Wic *59 55 49 54 59 50 43 50 6 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East *1,740 35,299 *-3,113 2.94 45° Southeast 1,740 33,319 -3,109 2.78 90° South 1,740 28,712 -3,114 2.39 135° Southwest 1,740 32,472 -3,111 2.71 180° West 1,740 33,049 -3,112 2.75 225° Northwest 1,740 33,419 -3,111 2.78 270° North 1,740 30,085 -3,111 2.51 315° Northeast 1,740 *35,357 -3,086 *2.95 * Indicates highest value of all rotations. S stem 1 Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East *840 18,757 *-1,927 1.56 45° Southeast 840 16,890 -1,927 1.41 90° South 840 13,499 -1,927 1.12 135° Southwest 840 15,924 -1,927 1.33 180° West 840 16,407 -1,927 1.37 225° Northwest 840 16,794 -1,927 1.40 270° North 840 14,828 -1,927 1.24 M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington-Quail Ridge-5215 Pierson Ct-755A Littleton, CO 80125 Page 45" Building Rotation Repot (cont'd) Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons: 315° Northeast 840 `18,919 -1,927 "1.58 * Indicates highest value of all rotations. [-System 2 Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° East *900 16,542 *-1,186 1.38 45° Southeast 900 16,428 -1,182 1.37 90° South 900 15,213 -1,187 1.27 135° Southwest 900 16,548 -1,184 1.38 180° West 900 *16,642 -1,185 *1.39 225° Northwest 900 16,625 -1,184 1.39 270° North 900 15,257 -1,184 1.27 315° Northeast 900 16,437 -1,159 1.37 * Indicates highest value of all rotations. Building Rotation Tonnage 2.9 ......................................................................................... ....... 2.8 ................................................................................................. w2.7 .................... ..................... ............................ ............. ............ C O F _C O 2.4 ................................................................................................. 2.3.................................................................................................. 2.2 East Southeast South Southwest West Northwest North Northeast Direction Front door Faces —�-- Buildinq Net Tonnaqe M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5215 Pierson Ct-755A Littleton, CO 80125 91 Page 46 Building Rotation Report (cont`d) Building Rotation Hourly Net Gain —�— Front door faces East ° Front door faces Southeast .40— Front door faces South 6-^— Front door faces Southwest Front door faces West �-- Front door faces Northwest a Front door faces North —, Front door faces Northeast M:\ ...\Remington -Quail Ridge -5215 Pierson Ct-755A.rhv Wednesday, August 03, 2016, 9:52 AM Manual S Remington -Quail Ridge 5215 Pierson Ct-755A NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: System 1 Furnace = Carrier Model 59SC2C060S17--16 (60,000 BTU) 92.1% AFUE Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 Ton) Air Conditioner = Carrier Model CA13NA024****(A,B) (2 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity. ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available_ Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side _ Su mma r Number of active trunks: 15 Number of active runouts: 16 Total runout outlet airflow: Main trunk airflow: 986 842 Largest trunk diameter. Largest runout diameter: Smallest trunk diameter: Smallest runout diameter 16.9 7 12.9 3 ST -260 SR -130 ST -210 SR -190 Supplyfan external static pressure: 0;800 Supplyfan device pressure losses: 0-240 Supplyfan static pressure available: 0.551. Runout maximum cumulative static pressure loss: 0.476 SR -180 Return loss added to supply. 0.120 Total effective length of return (ft_): 424 5 high/low Total effective length of supply( ft,): 223.2 SR -180 Overall total effective length ( ft.): 6477 high/low to SR -180 Dein overall iction rate per 100 ft'.: 0-.08 aila SP 1001T L SyrAem duct sudarce area iScenano IJ. 515.8 Kb in (Linked to duel load) Total syslem duci surface area- 5158 Heat Rise Used on the Program- 58° F as o ~arpi3c til'an Input btl,Cidl7.. �! Zr OUW �....,,... . w...... I. e rmper c- - Rr..?R: rge`fl't:j HIM f-" 122-Xl' I1®-36.1 1 (M-39) 1 (19- ) 1 it9-36) 019..36) 1122-39[j(22-39) M5 -42j Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM ( Ton Test Airflow Delivery @ Various External Static Pi assures 0.1 0.2 0.3 0A 0.5 1 0.6 0.7 0.8:' 0.9 1 04010 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 1380 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDEIBOTTOM Black 1 3.0 385 1215 1205 1205 1195 1155 1100 1045 975 910 805 Blue 2.5 370 980 985 980 955 925 880 835 780 6951 585 Yellow 2.0 425 910 920 906 880 854 815 765 695 630 545 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 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 9% 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435 980 9551 935 905 870 8301 7801 725 675 625 Red 1.5 437 720 7051 690 675 655 625 590 555 5251 485 fl6016 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155" 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red 2.5 394 1030 1025 1030 1010 985 940 9135 855 805 735 080-16 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 12,301 1170 1095 1015 Orange 3.0 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 B25 805 785 760 725 695 655 600 545 080-20 or BOTTOM TWO -SIDES 4° 5 4 Black 5.0 377 2225 2160 2070 1980 1885 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 426 1121 1110 1100 1090 1065 1035 990 935 870 805 Red. 2.0 433 940 920 910 8901 865 1 830 790 745 690 625 100-16 SIDE/BOTTOM Black 4.0 373 1715 1660 1610 15551 14901 1420 1340 1245 1150 1065 Yellow 3.5 379 1535 1480 1435 13801 13251 1260 1180 1,095 1010 910 BGue 3.0 367 1300 1255 1205 1160 1100 1035 7970 905 610 730 Red 2.0 445 1110 1055 1005 955 890 835 770 690 610 535 100 20 BOTTOM or TWO-SIDES4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 12D-20 BOTTOM or TWO-SIDES4.5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2134 2070 20101 1940 18451 1740 1630 1525 1420 1305 Blue 4.0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 1555 1515 1450 1 1395 1325 1250 NOTE: 1. A filter is required for each return -air inlet. Airflow performance includes a 3j4 -in. (19 mm) washable filter media. such as contained in a factory -author- ized acceccory fitter rack. See acce-csory fiat. To determine airflow Performance without thin filter, assume an additional 0.1 in. W.C. available external static pressure. 2. ADJUSTTHE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION - 3. Shaded areas indicate that this airflow, range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflowe over 1600 CFM require bottom return, two -aide return, or bottom and side return. A minimum filter =e of 20" x 25" (506 x 635 mm) is required. 5. For upflow applications, air entering from one aide into both the ride of the furnace and a return air bane counts an a side and bcftom return. e. All airflows that are shown in SOLD exceed 0.5a watts per CFM atthe given external static pressure. Evaporator Coil Static Pressure PERFOR.N-L-kNCE DATA (cont) COIL STATIC PRESSURE DROP (in -wc.) PURONZ AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 900 11 1000 1100 1200 1300 1 1400 1 1500 1 1600 170D 1860 1900 2000 2100 2200 Dry 0,078 10.114 10.156 16.198 10.253 1 1 I I I 1814 Valet 0.096 10.138 10183 10-213 10.277 1 1 1 1 1 Dry 2414 0.070 10.103 10.143 1 0.182 10.23.3 10290 10.354 1 1 I I I Wet 10.089 10.129 10.171 10.214 10.269 10.336 ---F- 10.413 I Dry 0.048 10.069 10-090 10.112 10-140 10,170 1 6-203 1 1 I I I 2417 VVet 0.064 10.091 10.122 10.150 10.188 10.224 1 0,263 1 1 f I I I Dry. 0.065 10.097 10.135 10.173 0.223 10.279 1 0.339 0.4,5 1 0,478 1 I 3014 'Net 10.078 10,114 10-160 10.206 10.260 10,321 1 0.388 0.461 1 0.540 1 1 Dry 0.042 10-060 10.G80 1 0.102 0.128 10,157 1 0-188 10.222 1 0.259 1 I 3017 Wet 0.055 10.076 10.104 10.127 10.158 10-190 1 0,225 10.26,5 1 0.309 j I I I My 3617 0.043 10.061 1 0.482 10-103 10-128 10-157 10,1138 110221 1 0.259 10,299 10.341 1 1 T3617 Ve t 10.056 10.079 10.107 10.13.3 10.166 10.20E 10236 10.276 1 0.315 10.361 10.413 1 1 1 1 1 Dry 0.035 1 0.048 10.062 10.076 10.093 10,111 10.132 10.153 10,177 10,201 10.228 1 1 1 1 1 3621 Wet 0,049 10.066 1 OLB5 0.1 W 10.122 10,144 10.171 10.192 10.217 1 0.245 10.276 1 1 1 1 Dry 4221 0.030 10.041 10.054 10.0% 10.082 10.099 1 0.118 0.137 0..15x' 10.180 1 0.205 10.231 10.259 1 1 T4221 wet 10.043 10,059 1 OMB 10-101 10.126 10.153 10.181 10.207 10.234 10.260 10.288 10,319 1 0.354 1 1 1 1 1 Dry 4821 0.047 I 0.060 10.075 10.092T0.1-1EF0. 1-30 1 0.152 10.176 10.204 10.230 10,2556 10.284 1 0,318 1 T4821 Wet 1 10.053 10.067 10.085 10-104 10-125 10.147 1 0.172 10.200 10.228 10.259 10292 10.327 1 0.365 1 1 1 1 Dry 4824 1 0.G15 10.046 10.057 10-069 10,094 0,019 1 0.119 10.124 10.140 10.158 10175 10.195 10.214 1 Wet 1 10.022 10.050 10.066 10.061 1 0.097 10.114 10.131 10.150 10.169 10.190 10.211 10.233 10.257 1 1 1 1 Dry 6024 1 10-062 10,072 16-94�O-N7 0�11 1 10-126 10.138 10.154 10 172 10.190 10.210 1 0,228 10.251 1 0.273 10,293 IW24 Wet D.N2 I 0.09610112 10.129 1 0.14510163 10.171 33,_ 10.191 10212 10.235 10.258 1 0.283 10.310 10.0.356 Detailed cooling capacity Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 18757 BTUs 18757/20231 =.93 or 7% over CONDENSER ENTERING AIF EVAPORATOR AIR 75 23.9 85 (29.41_95 35 CFM EWB -F cc) Capacity htBtuh Total Sens# Total System KW°i Capacity MBtuh Total :eras# Total System KWI- Capacity MBtuh Total I Se -s# Total System KW * 72 (22.2) 27.09 13.27 1.65 25.82 12.82 1.85 24.63 1241 2.06 67(19-4) 24.89 16.41 1.65 23.&3 15.99 1.84 2271 15.56 2.05 700 63 (17.2)tt 23.39 15.98 1.64 22.38 15.55 1.84 2129 15.11 205 62(16-7) 23.01 19.56 1.64 22.03 19.14 1.84 20.99 18.67 2.05 57 (13.9) 2246 22.46 1.64 21.66 21.66 1.83 20.79 20.79 2.05 72 22.2 27.52 13.92 1.69 26.15 13.46 1.88 24.91 13.04 2.10 67 (19.4) 25.25 17.44 1.68 24.16 17.03 1.88 23.00 16.60 2.09 800 63 (17.2)tt 23.76 16.95 1.68 22.72 16.53 1.87 21.60 16.08 209 62 (16.7) 23.47 20.99 1.68 22.49 20.52 1.87 21.52 21.52 2.09 57(13-9) 23.30 23.30 1.68 22.44 22.44 1.87 21.53 21.53 2.09 72 (22.2) 27.79 14.53 1.73 26.41 14.07 1.92 25.10 13.63 2.13 67 (19.4) 25.51 18.45 1.72 24.38 18.03 1.91 23.21 17.59 213 900 63 (172)tt 24.03 17.89 1.72 22.96 17.47 1.91 1 21.82 17.01 212 62 (16.7) 23.97 23.97 1.72 23.07 23.07 1.91 1 22.11 22.11 2.12 -57(13.9) 23.96 23.96 1.72 1 23-07 23.07 1 1.91 1 22.11 1 22.11 1 2.12 Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 18757 BTUs 18757/20231 =.93 or 7% over AHRI Used Item Value Model Type Standard Air Conditioner Model Number (Combined) CA1 3HA0Z4—(A,l5)+Cl1PV*36I7AL' Ouldmr Lilodel Number CA13IIA04-,,-,iA,B) Indoor Model Number CPIPV,3617ALt Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIERAIR CONDIT101MIG Indoor Manu larturer Description Comment hminal CapdC4 Nowal Capacly High Speed Nominal C-3 pack, Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER Hg4 Speed 0 EER Low Speed 0 Sound 0 AHRI Refer -once Number 6394972 Qualifying Tier Sensible Capacity 23M Latent Capacity Compress orWarranty 5years Coil Warranty 5years Parts Warranty 5years LaborWarranty, 5years Microprocessor Warranty Equipment: System 2 Furnace = Carrier Model 59SC2C040S17--12 (40,000 BTU) 92.1% AFUE Evaporator Coil = Carrier Model CNPV*3017AL*+TDR (2.5 Ton) Air Conditioner = Carrier Model CA13NA024****D (2 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in_wg, Duct lengths: feet, Duct size sr 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 e)at. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the Cumulative may also include the total static pressure loss of the return side. Su rnmar Number of active trunks: 12 Number of active runouts: 15 Total runout outlet airflow: 900 Main trunk airflow: 900 Largest trunk diameter. 15.2 SNIT -270 Largest runout diameter: 8 SR -350 Smallest trunk diameter: 15.2 SMT -270 Smallest runout diameter: 5 SR -310 Supplyfan external static pressure 0;800 Supplyfan device pressure Josses: 0.218 Supplyfan static pressure available: 0552 Runout maximum cumulative static pressure loss 0,472 SR -360 Return loss added to supply 0.131 Total effective length of return ( ft.): 321.0 Mstr Ceiling Total effective length of supply( ft) 210 5 SR -360 Overall total effective length ( ft.)- 531.4 Mstr Ceiling to SR -360 Design overall friction rate per 100 ft.. 0:10 Available SP x 1001TEL System duct surface area (Scenario 1): 613.8 Attic (Linked to duct load) Total system duct surface area: 613.8 Heat Rise Used on the Program- 580 F Fan Performance AIR DELIVERY- CFM (BOTTOM RETURN AVITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM J Ton Test Airflow Delivery @ Various External S atic p essures 0.1 0.2 0.3 0.4 0.5 0.6 07 4.8 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 1580 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOMBlue Black 1 3-0 385 1215 12061 1205 1195 1155 1100 1045 975 910 8051 25 370 980 985 980 955, 925, 880 835, 780 695 585 Yellow 2.0 425 910 920 906 880 850 815 765 695 630 545 Red 1 1-5 430 750 730 705 680 645 605 555,1 490 435 370 040-12 SIDE/BOTTOM Black 3,0 380 1365 1310 1255 1200 1140 1080 1015 95,0 860 795 Yellow 2,5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.6 366 1050 1025 965 950 915 870 M 760 705 655 Blue 20 435 9801 9551 935 905 870 830 780 725 675 625, Red 1.5 437 720 705 690 675, 655, 625 590, 555, 525 485 06416 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 14001 13301 1235 1140 Yellow 3-5 377 1388 1340 1335 1338 1320 1285 1225 1155 1085 1000 Blue3.03,0 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red -r-_ 2-5 394 1030 1025 10301010;; 9-85 — 940 90.5 855 805 735 D80-16 SIDE/BOTTOM Black 4.0 3.89 1650 1620 1640 1605 1555 1495 1425 1:345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 10151 Orange 3.0 383 12051 12051 1185 1165, 1150 1100 1065 1000 935 870 Blue 1 2.5 384 1035 1020 1005 985 960 930 895, 845, 795 735 Red 2D 3130 850 825 805 785 760 725 695 655 600 545 0 BG -20 BOTTOM or TW4-SIDE-S 4,5 Black 5.0 377 2225 2160 2070 1960 1885 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1465 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 426 111-0 1110 1100 1030 1065, 1,03.5 990 935 870 805, Red T 2-0 433 9401 9201 910 890 865 830 790 745 690 6251 10416 SIDE/BOTTOM Black 4.0 373 1715 1660 1610 1555 1490 1420 1340 12-45 1150 1065 Yellow J 35 379 1535 1480 1435 1380 1325 12K 118 1010 9_1 Blue T 3.0 367 1300 1255 1205 1160 1100 1035 9701 905 810 730 Red 2.0 445 1110 1055 1005 955 890 835 770 690 610 535 10420 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 50 367 2090 2040 1980 1910 1835, 1755 1670 1570 1460 1340 Blue 4.0 416 1850, 1815, 1775 1725 1665 1600 1525 1435, 1335 1225, Red 3-5 421 1580 1550 1540 1615 1475 1420 1355 1280 1190 1100 12420 BOTTOM or TWO-SIDES4-5 Black 5-0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1419' Yellow 5.0 369 2130 2070 2010 1940 1645 1740 1630 1525 1420 1305 Niie 40 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1209' Red 3.5 414 1610 1586 1555 1515 1450 1395 1325 1250 M = NOTE: 1. A filter is required for each return —air inlet Airflow performance includes a 3,4—in- (19 mm) washable filter media much as contained in a factory—author- ized accessory filter rack. See accessory list. To determine airflow performance without this filter, assume an addifional 0.1 in. W.C. available external static pressure. 2. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION. 3. Shaded areas indizate that this airflaw range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflow e over 1800 CFM require bottom return, two—oide return, or bottom and side return. A minimum fitter size of 20" x, 25' (508 x 635 mm) is required, 5. For upflow applications, air entering....from one side into both the side of the furnace and a return air base counts as a aide and bottom return- @. All airflows that are shown in BOLD exceed 0.58 watte per CFM at the given external class pressure. Evaporator Coil Static Pressure PERFORNILkNCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 90011 1q0G 11 1100 1 1200 1 i300 1 1500 1 1600 1 1700 1 1600 1 1900 12000 12100 1 2200 MY 0W8 10,114 10,156 JOAM 10.253 1 1 1 1 1 I I I 1814 Wel 0.096 10.138 10-183 10.213 10.277 1 1 1 1 1 Dry 0.070 10.103 10-143 10.192 10.233 10290 10-354 I I I 2414 Wet 0.089 10.128 10.171 10.214 10.269 10 336 10-413 1 1 1 1 1 1 Dry 0.048 1 0Z69 10.090 1 0.112 10.140 10.170 10 203 I im 2417 Wel 0.064 10.091 10.122 10.150 10.188 10.229 10,283 1 1 1 1 1 1 1 1 1 1 1 Dry 0.065 10.097 10.135 10.173 10.223 10278 1 0.13S I 0A05 10.478 F I I I 3014 -1 Wet 10.078 10.114 10.160 10.2D6 10.260 10.321 10169 ---T- 0,466T 0.530 Dry. 0.042 10.060 1 0.08010- 1 D2 10.128 101 5+0ii� 10. 10259 1 I 3017 1 Wet 0.055 10.076 10.104 10.127 10.158 10.190 10.225 10266 1 0.309 I I Dry 3617 0.043 10.061 10.082 10.103 1 0.128 10.157 10199 10.221 1 0.259 10,299 10.341 1 1 1 T3617 wet 0.056 10.079 0.107 0.133 10.166 10.200 10236 10276 10.3-15 1 0.361 10.413 1 MY 0.035 10.048 10-062 10-076 10.093 10-111 10 132 0.153 10.177 10.201 10.228 1 3621 Wet 0.049 10.066 10.085 I 0.100 0.122 10,144 10-171 10.192 10.217 10,245 10.276 1 Dry 4221 0.030 10.041 10-054 10.066 10.092 10-099 10.118 10.137 10.158 10.180 10.205 1 0.231 0255 T4221 Wel 10.043 10.059 10.078 10.101 10.126 10.153 10.181 10,207 1 0.234 10.260 10.228 10.319 10 354 1 1 1 1 1 Dry, 4821 1 10-047 1 0.060 10.075 10.092 1 0.110 10.130 1 0.152 10,176 10.204 0.230 1 0256 10.294 10.318 1 1 1 1 14821 wet 1 0.053 10.067 1 D.085 10.104 10,125 0,147 1 0.172 10200 10.228 0.259 1 0292 10.327 10.3651 1 Dry 1 10.015 10.0-46 10.G57 JOL69 10094 10.019 10,119 10.124 10.140 10.158 10-175 10.195 10.214 1 1 1 4824 Wet 1 0.002 10.050 10.0665 10.081 10.097 0.1 T47 10.131 10.150 10.169 10.190 10.211 10.233 10.257 1 Dry 6024 1 1 10. 062 10073 1 10,126 10.138 10-154 10172 1 D.190 10.210 10229 10-251 1 0.273 10293 T6024 Wet 1 1 10.032 10-096 1 0.112 10.129 10,145 10,163 10.171 10.191 10212 10.235 10.258 10-293 10.310 1 0M6 10.366 Detailed cooling capacity Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 16493 BTUs 16493/20231 =.82 or 18% over (1-1/2 Ton too small with capacity of 15363 -went to next nominal) CONDENSER ENTERING Ali; EVAPORATOR AIR 75 23.9 85(29-4) 95 35 CFM EWB °F('C) Capacity MBtuh Total Sens# Total System KW*'• Capacity MBtuh Total Sens# Total System KW** CAI 3NA024****A Capacity MBtuh Total Sens# Outdoor fio Total System KW" 72 (22.2) 27.09 13.27 1.65 25.82 12.82 1.- 24.63 12.41 2.06 67 19.4 24.89 16.41 1.65 23.83 15.99 1.84 22-71 15.56 2.05 700 63 (17.2)tt 23.39 15.98 1.64 22.38 15.55 1.84 2129 15.11 205 62 (16. 23.01 19.56 1.64 22.03 19.14 1.84 20.99 18.67 2.05 57 (13.9) 22.46 22.46 1.64 21.66 21.66 1.83 2079. 2079. 2.05 72 22.2) 27.52 13.92 1.69 1 26.15 13.46 1 1.88 24.91 13.04 1 2.10 67 (19.4) 25.25 17.44 1.68 24.16 17.03 1.88 23.00 16.60 2.09 800 63 (17.2 tt 23.76 16.95 1.68 22.72 16.53 1.87 21.60 16.08 2.0:9 62 (16.7) 23.47 20.99 11.68 22.49 20.52 1.87 21.52 21.52 2.09 57 (13.9) 23.30 23.30 1.68 22.44 22.44 1.87 21.53 21.53 2.09 72 (22.2) 27.79 14.53 1.73 26.41 14.07 1.92 25.10 13.63 2.13 67 (19.4) 25.51 18.45 1.72 24.38 18.03 1.91 2321 17.59 2.13 900 63 (17.2)tt 24.03 17.89 1.72 22.96 17.47 1.91 21.82 17.01 2.12 62 (16.7) 23.97 23.97 1.72 23.07 23.07 1.91 22.11 22.11 2.12 57 (13.9) 23.96 23.96 1.72 23.07 23.07 1.91 1 22.11 22.11 2.12 Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 16493 BTUs 16493/20231 =.82 or 18% over (1-1/2 Ton too small with capacity of 15363 -went to next nominal) AHRI Used He -,'�4 , , Model Type Standard Air Conditioner Model Number (Combined) CAI 3NAG24""D4CNP\r`3017AL*#.TDR Outdoor Model flumbLir CA13NA024"I'D Indoor Model Number C,1JPV3017AL'*T0R Tradename CARRIER AIR CONDIT1011ING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 23200 hominal Capacty High Speed 0 Nontinal Capacity LDW Speed r, SEER 13 SEER H4,1 Speed 0 SEER Low Speed 0 EER EER Higb Speed !:EER Low Speed Sound 0 AHRI Reference Number 6540241 Qualifying Tier Sensible Capacity 23200 Latent Capacity 0 Compressor Warranty 6 years Coil Warranty 5 years Parts Warranty 5 years LabicirWarrairty 5 years Microprocessor Warranty MIMI W1 a MiTek' Re: 755A GR 755A 5� 5 3 i Qs Z�.tj) C MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R48201602 thru R48201655 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. UO O� PE -44018 0. '--� August 22,2016 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. c m NLL U m ac t ca El i PATIO COVER IS m m RAFTER BY OTHERS N II N w �o O m� H N n 20 U La — W � N a -0 J co N u Oco \ O /L/�:� W 58 i:� \ 0) m a� 00 m a)cocu M > a 3 O CU : L -0Z O r- > �a a; N m� � m U L Ol O) C C 4 � U II C - m .� J O U 11 A3(6 (3) `s y U C a V ) m w' W m " �2 � � mw v m 0 m c c d 'OUM i - m SNS F S Z C2 5)�m= O B22 o�m -2 h ID Vim' ff nn Q V n'p Amo z 5(2) CD CO a `o O Oop C J X m LL y M C mN E W I I I I- 5 =mm U aN� E a 4 o w m L" Z mo O W 3 oca IIN � M °2 o L W ,I (D2 8-1-2 F.2ND t m }f^r -0a-J 4 o E v/ Q J 9m Q O G4 I m m= � E m G3D4 o_ N N N 2 I � 2 m o G2 ��0 o F0 M I 8-7-2 F.F. ZJho~Em Umm .N(V mJ4 2 J2(2) 2 LOWER WINDOW TO wU°c' oa o r0mNmm •��� �� u J5 K5 ACCOMODATE HEADER RAFTERS BY OTHERS 0 o o a _ �� E E p m Y .0 U M K 5) K7 irnm 0 co SEN �n V Y w— c o0 L U B- a U M m mm m c 0 (o Y Y Y a m a 9-1-2 F.F. F'L Q ~ 01 L 0 - C_ N 12 c m Job Truss Truss Type Qty Ply 755A LUMBER- BRACING - plane Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD R48201602 755A GR Al GABLE 1 1 10-0-0 oc bracing: 16-18,14-16,12-14. 6) All plates are 2x4 MT20 unless otherwise indicated. 7-16,7-18: 2x4 SPF 165OF 1.511, 9-14,11-14,5-25,3-25: 2x4 HF Stud WEBS 1 Row at midpt 7-16, 8-16, 9-16, 6-18, 5-18 OTHERS 2x4 HF Stud *Except* Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:20 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-yZCkY1 V4f5m Eh3glrHlw2asZy3gURoVd5aCbKXyIKB9 - -0. 6-3-6 12-3-4 18-3-2 24-3-0 30-2- 14 36-2-12 2-2-10 48-6-0 4 1-0- 6-3-6 5-11-14 5-11-14 5-11-14 5-11-14 5-11-14 5-11-14 6-3-6 1-0- 3x4 6x10 = 6.00 FIT 4x6 = 30 29 28 27 26 24 23 22 21 1918 108 17 16 15 109 110 14 4x6 = 25 10620 107 4x6 =5x8 = 4x6 = 4x6 = 4x6 = 5x6 = 4x8 = T9 Scale = 1:97.7 LOADING (psf) TCLL 30.0 10) (Roof Snow=3 TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.26 BC 0.38 WB 0.81 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.17 16-18 >999 360 -0.33 16-18 >999 240 0.04 12 n/a n/a 0.05 14-16 >999 240 PLATES GRIP MT20 185/144 Weight: 523 lb FT = 20% LUMBER- BRACING - plane Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc pudins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 'Except' 10-0-0 oc bracing: 16-18,14-16,12-14. 6) All plates are 2x4 MT20 unless otherwise indicated. 7-16,7-18: 2x4 SPF 165OF 1.511, 9-14,11-14,5-25,3-25: 2x4 HF Stud WEBS 1 Row at midpt 7-16, 8-16, 9-16, 6-18, 5-18 OTHERS 2x4 HF Stud *Except* 2 Rows at 1/3 pts 7-18 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7-31,32-34,41-42,44-45,64-65,72-74,75-76: 2x4 SPF No.2 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 29, 30 REACTIONS. All bearings 18-5-8 except (jt=length) 12=0-5-8. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 22, 29, 30 except 18=-254(LC 11), 25=-240(LC 10), 19=-590(LC 17), 12=-241 (LC 11) Max Grav All reactions 250 Ib or less at joint(s) 22, 23, 24, 26, 27, 28, 29, 30 except2=355(LC 15),18=2709(LC 2),18=2618(LC 1),25=571(LC 15),21=281(LC 17), 12=1535(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/139, 3-5=-107/437, 5-6=-45/655, 6-7=0/652, 7-8=-1382/415, 8-9=-1305/275, 9-11=-2106/355, 11-12=-2458/404 BOT CHORD 24-25=-296/271, 23-24=-296/271, 22-23=-296/271, 21-22=-296/271, 19-21=-296/271, 18-19=-296/271,16-18=0/355,14-16=-76/1615,12-14=-260/2089 WEBS 7-16=-344/1645, 8-16=-715/241, 9-16=-807/269, 9-14=-46/481, 11-14=-405/220, 7-18=-1910/233, 6-18=-739/246, 5-18=-356/159, 3-25=-492/251 NOTES - ® 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; p,DO L1� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip QQ� FjL ••• DOL=1.33 2) Truss designed for wind loads in the of the truss only. For studs exposed to wind (normal to the face), see Standard Industry �\; •.•'SOQ V 0 N . plane Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • �� 00 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 ; 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 01$ non -concurrent with other live loads. ; 6) All plates are 2x4 MT20 unless otherwise indicated. .� i '•• 7) Gable studs spaced at 1-4-0 oc. t7� ••� \�4 8) This truss has been designed for a 10.0 psf bottom chord live load non concurrent 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 F ••••• •••• \\ Ss/0NM_ will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 29, 30 August 22,2016 except Qt=lb) 18=254, 25=240, 19=590, 12=241. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 755A 48-6-0 8-5-14 9-10-3 5-10-15 848201603 755A—GR A2 Common 3 1 LOADING (psf) SPACING- 2-0-0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:21 2016 Page 1 ID:NQh2UcWVJLwzBggux AVmUy1LAq-Qmm6mNWjQPu5JDPUP?G9bnPkxT8sAGJnKEy9syIKB8 12-5- 113 24-3-0 30-1-15 36-0-14 41-11-12 411 0 4 -6 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15 6-6-4 -0- 6 6x6 = Scale = 1:88.8 412 — 21 24 Zb 2u 19 Lb 18 2r 17 To 2b lb zu 14 4X12 4x6 = 5x6 = 4x6 = 5x8 = 46 — 5x6 = 6x6 = 4x6 = P% 8-5-14 18-4-1 24-3-0 30-1-15 40-0-2 48-6-0 8-5-14 9-10-3 5-10-15 5-10-15 9-10-3 8-5-14 Plate Offsets (X,Y)-- [2:1-0-0.0-0-51,112:1-0-0,0-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.25 19-21 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.54 19-21 >999 240 10) TCDL 10.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.19 12 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.15 19 >999 240 Weight: 290 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 `Except' WEBS 1 Row at midpt 8-18, 9-17.6-18, 5-19 11-14,3-21: 2x4 HF Stud REACTIONS. (Ib/size) 2=2500/0-5-8, 12=2500/0-5-8 Max Horz 2=-212(LC 8) Max Uplift 2=-344(LC 10), 12=-344(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4493/591, 3-5=-4236/608, 5-6=-3376/500, 6-7=-2743/482, 7-8=-2743/482, 8-9=-3376/500, 9-11=-4236/609, 11-12=-4493/592 BOT CHORD 2-21=-618/3841, 19-21=-468/3425, 18-19=-287/2921, 17-18=-168/2921, 14-17=-273/3425, 12-14=-423/3841 WEBS 7-18=-270/1852, 8-18=-1255/298, 8-17=-90/814, 9-17=-743/267, 9-14=-78/537, 11-14=-286/208, 6-18=-1255/298, 6-19=-90/813, 5-19=-743/267, 5-21=-77/536, 3-21=-286/207 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs Q LIC non-concurrent with other live loads. ••••••• ti 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.•••' s Q ••�• c5'� 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 V Q N •• 0 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. •fid �2 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=344,12=344. 018 -O • • Cfi ti ONAL E August 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,4II-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Heicift1s. CA 95610 Job Truss Truss Type Qty Ply755A in (loc) 755A GR A3 Common 6 1 1.15 TC 0.65 Vert(LL) -0.25 17-19 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 Run: 8.010 s Jul 1 2016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:37 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-IQudExaHp?wBOLvOns9FKMsdFor_Ldc3ZN9R4gyIH2G - -0- 6-6-4 12-5-2 18-0-1 24-3-0 32-1-9 40-0-2 48-0-6 -O- 6-6-4 5-10-15 5-10-15 5-10-15 7-10-9 7-10-9 8-0-6 21 4x12 — 19 22 23 18 17 24 16 25 15 14 13 12 8x8 4x8 = 5x6 = 4x6 = 5x8 = 46 = 2x4 II 4x6 = 5x6 = Scale = 1:88.1 N d 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 0.65 Vert(LL) -0.25 17-19 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.53 17-19 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.19 11 life n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.15 17 >999 240 Weight: 279 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 SPF No.2 *Except* 3-19,10-12: 2x4 HF Stud WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=2487/0-5-8 (min. 0-4-2), 11=2386/Mechanical Max Horz 2=214(LC 7) Max Uplift 2=-343(LC 10), 11=-314(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-16, 8-16, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4465/589, 3-4=-4209/590, 4-5=-4078/606, 5-20=-3346/483, 6-20=-3171/499, 6-7=-2718/476, 7-21=-2746/473, 8-21=-2771/431, 8-9=-3436/505, 9-10=-3579/467, 10-11=-4365/563 BOT CHORD 2-19=-621/3817, 19-22=-472/3400, 22-23=-472/3400, 18-23=-472/3400, 17-18=-472/3400, 17 -24=-291/2892,16-24=-291/2892,16-25=-194/3074,15-25=-194/3074, 14-15=-194/3074, 13-14=-382/3694, 12-13=-382/3694, 11-12=-382/3694 WEBS 3-19=-288/207, 5-19=-76/542, 5-17=-749/267, 6-17=-96/799, 6-16=-1227/299, 7-16=-249/1754, 8-16=-1230/323, 8-14=-20/558, 10-14=-711/251, 10-12=0/335 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 to uplift at joint 2 and 314 Ib uplift at joint 11. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. �y,ND 0 L ICF�S V�;`p•S��N �'•FO •• -44018 • %�'/ONAO� August 22,2016 ,& 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 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 hts CA 95610 o Truss Truss Type Qty Ply 755A [11'IA—GR Tr Plate Offsets (X Y)- 11:0-0-0,0-0-91 [5:0-1-0,0-2-41, [16:0-4-0,0-2-01, 07:0-7-0,0-6-41 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 848201605 LOADING (psf) SPACING- 2-0-0 Common Girder 1 3 in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUyILAq-gKSFOPZbiKGgAh8347gsDQ1 BXg6vNeDDOCApTJyIKB5 7-10-6 14-10-0 I 19.6-8 24-3-0 i 28-11-8 33-8-0 1 40-7-10 41 0-8 7-10-6 6-11-10 4-8-8 4-8-8 4-8-8 4-8-8 6-11-10 7-4-14 61 6x6 11 Scale = 1:87.2 6x10 = 21 22 23 18 24 25 26 17 27 28 16 29 15 14 13 12 5x8 3x12 II 12x14 = 5x8 = 6x10 = 4x8 = 3x6 II 6x10 = 164-11-0-00 24-3-0 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: 33-8-0 40-7-10 8 --6 - 9-50 I 6 -77-1100 9-5-0 1-10 784--4 Plate Offsets (X Y)- 11:0-0-0,0-0-91 [5:0-1-0,0-2-41, [16:0-4-0,0-2-01, 07:0-7-0,0-6-41 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 LOADING (psf) SPACING- 2-0-0 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat.][; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip CSf. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.33 17-18 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 size at joint(s) greater size. 9) Refer to girder(s) for truss to truss connections. BC 0.67 Vert(TL) -0.65 17-18 >876 240 1=1810,11=794. 10) TCDL 10.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.16 11 n/a n/a BCLL 0.0 Code IRC2012lf P12007 Matrix -R Wind(LL) 0.21 17-18 >999 240 Weight: 938 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except` 7-16,7-13,5-16,5-17: 2x4 SPF 165OF 1.5E, 10-12,2-18: 2x4 HF Stud REACTIONS. (Ib/size) 1=11844/0-5-8 (req. 0-6-8), 11=5348/Mechanical Max Horz 1=-206(LC 21) Max Uplift 1=-181O(LC 10), 11=-794(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-22459/3450, 2-4=-18459/2901, 4-5=-18378/3029, 5-6=-9111/1515, 6-7=-9107/1514, 7-8=-10002/1668, 8-10=-10005/1532, 10-11=-10472/1557 BOT CHORD 1-18=-3140/19781, 17-18=-3140/19781, 16-17=-1651/11303, 13-16=-1094/8435, 12-13=-1262/9053, 11-12=-1262/9053 WEBS 6 -16= -1187/7449,7 -16=-909/423,7-13=-324/1020,8-13=-556/247,10-13=-549/388, 10-12=0/255, 5-16=-7570/1367, 5-17=-1994/11666, 4-17=-415/266, 2-17=-3948/722, 2-18=-436/3564 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 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-17 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. P[} O CIC 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat.][; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �Q �••••+•fi� +' t�F DOL=1.33 �� sdo�•. i1 � '+ 6 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Q ZO OZ 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide : 4018 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) WARNING: Required bearing 1 than input bearing '+� G� size at joint(s) greater size. 9) Refer to girder(s) for truss to truss connections. •: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �� '••++• • •+� �� 1=1810,11=794. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 821 Ib down and 129 Ib up at 2-0-12, 821 Ib down and 129 Ib up at 4-0-12, 821 Ib down and 129 Ib up at 6-0-12, 821 Ib down and 129 lb up at 8-0-12, 821 Ib August 22,2016 down and 129 Ib up at 10-0-12, 821 Ib down and 129 Ib up at 12-0-12, and 821 Ib down and 129 Ib up at 13-6-12, and 6672 Ib AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiffelG 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 755A 846201605 755A—GR A4 Common Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 2 ID:NQh2UcWVJcwzBggux AVmUylLAq-gKSFOPZbiKGgAh8347gsDQ1BXg6vNeDDOCApTJyIKB5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-11=-80, 1-11=-20 Concentrated Loads (lb) Vert: 17=-6672(F) 18=-821(F) 21=-821(F) 22=-821(F) 23= -821(F)24= -821(F) 25=-821(F) 26=-821(F) A WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must 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 Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPII 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 755,& (loc) I/deft L/d PLATES GRIP 848201606 755,& GR A5 Common 2 1 9-10 >999 360 MT20 185/144 (Roof Snow=3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 1 I D: NQh2UcVWJcwzBggux_AVm UylLAq-gKSFOPZbiKGgAh8347gsDQ 1 A2g3rNc6DOCApTJylK85 1 8-1-8 15-11-8 1 23-9-8 1 28-3-8 33-1-0 8-1-8 7-10-0 7-10-0 4-6-0 4-9-8 6x6 = 5x6 II t4 13 12 11 2x4 3x6 = 3x4 = 3x5 = 17 10 18 19 9 4x8 = 10x10 MT20HS = Scale = 1:77.6 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 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=3 10) TCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(TL) -0.53 9-10 >749 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.08 9-10 >999 240 Weight: 193 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 "Except' BOT CHORD 3-14: 2x4 HF Stud WEBS SLIDER Left 2x4 HF Stud 4-6-0 REACTIONS. (Ib/size) 1=1647/Mechanical, 9=1647/Mechanical Max Horz 1=458(LC 7) Max Uplift 1=-239(LC 10), 9=-216(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2738/398, 3-5=-1988/347, 5-6=-1170/282, 6-7=-1081/311, 7-8=-267/180, 8-9=-286/135 BOT CHORD 1-14=-452/2289, 12-14=-452/2289, 10-12=-271/1663, 9-10=-123/642 WEBS 3-14=0/322, 3-12=-725/246, 5-12=-31/552, 5-10=-1124/334, 6-10=-76/468, 7-10=-77/748, 7-9=-1499/213 Structural wood sheathing directly applied or 5-7-13 oc purlins, except end verticals. Rigid ceiling directly applied or 8-7-8 oc bracing. 1 Row at midpt 3-12, 5-10,8-9,7-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) 1=239,9=216. �o��oa c1cF�s C>�OSOON FQ 4018 ` e N AL August 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. F 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 WOW 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 ANSI7TPII 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 Ply755A 1 QO 0.. 755A GR A6 common Structural Gable 1 1 9-3-8 Plate Offsets (X Y)— [1:0-4-2,0-0-11, [1:0-0-0,0-4-101, 19:Edge 0-3-81 [111:0-3-0,0-3-01,153:0-3-14,1-4-121 • • • LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 Run: 8.010 s Jul 12016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:54 2016 Page 1 ID: NQh2 UcW VJcwzBggux_AVmUyILAq-IhQ2olnypD3mZyifHwyFWx3ZCfcCgLNZTXnrBLyIH2? 8-1-8 15-11-8 23-9-8 28-3-8 33-1-0 8-1-8 7-10-0 7-10-0 4-6-0 4-9-8 N cs 6x6 = 6.00 12 4.6 11 20 19 18 17 16 15 14 13 12 11 75 10 76 77 9 Scale = 1:79.3 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 3x5 = 3x9 = 10x10 MT20HS = ••••••••• s �� �'� SOOZ ••• FO 5x6 = 1 QO 0.. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 8-1-69-8-8 15-11-8 23-9-8 33-1-0 8-1-8 1-7-0 6-3-0 7-10-0 9-3-8 Plate Offsets (X Y)— [1:0-4-2,0-0-11, [1:0-0-0,0-4-101, 19:Edge 0-3-81 [111:0-3-0,0-3-01,153:0-3-14,1-4-121 • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.50 9-10 >549 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 9 n/a n/a BCLL BCDL 0.0 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) -0.08 9-10 >999 240 Weight: 367 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 2x4 SPF No.2 `Except' except end verticals. 1-11: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 'Except* WEBS 1 Row at midpt 5-12, 5-10, 8-9, 7-9 3-15: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF Stud "Except* be installed during truss erection, in accordance with Stabilizer 21-23,24-26,55-57,62-63,65-66: 2x4 SPF No.2 Installation guide. SLIDER Left 2x4 HF Stud 4-6-0 REACTIONS. All bearings 10-0-0 except (jt=length) 9=Mechanical, 13=0-3-8. (lb) - Max Hoa 1=458(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 1, 19, 20 except 15=-304(LC 10), 9=-160(LC 10), 14=-184(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 16, 17, 18, 19, 20 except 15=1382(LC 1), 1=381(LC 14), 9=1312(LC 15), 13=314(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-547/136, 2-3=-410/170, 3-4=-1135/187, 4-5=-908/225, 5-73=-857/215, 6-73=-731/236, 6-7=-767/265,8-74=-265/158,8-9=-282/136 BOT CHORD 1-20=-225/280, 19-20=-225/280, 18-19=-225/280, 17-18=-225/280, 16-17=-225/280, 15-16=-225/280, 14-15=-225/280,13-14=-225/280, 12-13=-225/280, 11-12=-214/921, 11-75=-214/921, 10-75=-214/921, 10-76=-110/487, 76-77=-110/487, 9-77=-110/487 WEBS 3-15=-1331/325,3-12=-9/743,5-10=-414/230, 7-10=-48/488,7-9=-1134/190 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 o�P� 0 LICE?, plate grip DOL=1.33 ••••••••• s �� �'� SOOZ ••• FO 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 1 QO 0.. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 02 • 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. 4018 • 5) All plates are MT20 plates unless otherwise indicated. • • • 6) All plates are 2x4 MT20 unless otherwise indicated. 'Q00 �•� 0`�� 7) Gable studs spaced at 1-4-0 oc.�O 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 �� �•• • ••0�\ S •00000 SCAM- t"' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 19, 20 except August 22.2016 't=1b) 15=304, 9=160,14=184. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10703/2015 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/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 Qty Ply 755A 755AGR A6 =CommonySImclu,alGable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 Run: 8.010 s Jul 1 2016 Print: 8.010 s Jul 7 2016 MTek Industries, Inc. Mon Aug 22 11:54:55 2016 Page 2 ID:NQh2UcVVVJcwzBggux AVmUylLAq-DlzQO5naaXBdA6HsgeTU29cky3yRZodjiAXOjnyIH2_ NOTES - 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 MifekO 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 Heights,CA 95610 Job Truss Truss Type Qty Ply 755,& enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING- 2-0-0 CSI. 848201608 755A -GR B1 Common Supported Gable 1 1 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 26 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:31 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-7hNusoe_3T9gWmAP?5SV?upU3VfjwwDFdoNhDPylKB_ � 1 15-3-0 i 30-6-0 � 1-6-0 1-0-0 15-3-0 15-3-0 1-0-0, 4x6 = 14 Scale = 1:53.1 3x4 = 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 = 4x6 = Id LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud `Except* 14-39: 2x4 SPF No.2 REACTIONS. All bearings 30-6-0. (lb) - Max Horz 2=137(LC 9) Max Uplift All uplift 1001b or less at joint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 Max Grav All reactions 250 Ib or less at joint(s) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 30-6-0 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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 0.07 Vert(LL) 0.00 26 n/r 120 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 26 n/r 120 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 41, 42, 43, BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 26 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 196 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 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud `Except* 14-39: 2x4 SPF No.2 REACTIONS. All bearings 30-6-0. (lb) - Max Horz 2=137(LC 9) Max Uplift All uplift 1001b or less at joint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 Max Grav All reactions 250 Ib or less at joint(s) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 0 LIC 8) Gable studs spaced at 1-4-0 oc. a�PQ �����• ••e SF 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.e••sd `This 3-6-0 tall by G> �v '•• Q 10) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 2-0-0 wide ;' O will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 41, 42, 43, U 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26. 4018 -o• •cC sS�ONNL August 22,2016 ,& 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 M ,Tek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see 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 755A DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201609 755A_GR B2 Common 2 1 BC 0.70 Vert(TL) -0.26 9-10 >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. Mon Aug 2210:20:32 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-btxG38fcgnHX8vlbYozkX6McNvgDFLN OsS6EkryIKAz 1-0-0 15-3-0 22-8-12 30-6-0 31-6-0� 1-0-0 7-9-4 7-5-12 7-5-12 7-9-4 1-0-0 6x6 = 6.00 Scale= 1:52.2 5x6 = 10 9 8 5x6 = 2x4 II 5x8 = 2x4 II 1� d Plate Offsets (X Y)-- [3:0-4-0,0-5-01, [5:0-4-0,0-5-0], [9:0-4-0,0-3-01 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.10 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.26 9-10 >999 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.07 2-10 >999 240 Weight: 137 Ib FT = 20 BCDL 10.0 a. LUMBER- BRACING - 0 NAL TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 5-9,3-9 5-8,3-10: 2x4 HF Stud REACTIONS. (Ib/size) 2=1600/0-5-8,6=1600/0-5-8 Max Horz 2=137(LC 9) Max Uplift 2=-224(LC 10), 6=-224(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2544/325, 3-4=-1789/289, 4-5=-1789/289, 5-6=-2544/325 BOT CHORD 2-10=-302/2145, 9-10=-303/2143, 8-9=-178/2143, 6-8=-177/2145 WEBS 4-9=-70/891, 5-9=-876/259, 5-8=0/309, 3-9=-876/258, 3-10=0/309 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PD 0 LIC' - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=224,6=224. F� VO ••••••SOON�O Q QO '. 4018 a. 0 NAL August 22,2016 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 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 755A 848201610 755A B3 Roof Special Structural Gable 1 1 1.15 -GR Vert(LL) -0.13 11-13 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:35 2016 Page 1 I D: NQh2UcW VJcwzBggux_AVmUylLAq-OScPi9hV7if6?NUAEx WR9k_5F6sdSeLgYQLuLAylKAw 11-1- -0r 7-9-4 15-3-0 22-6-0 26-10-4 31-6-0-6-Q 0-0 7-9-4 7-5-12 7-3-0 4-4-4 4-7-12 5x8 = 6.00 12 Scale = 1:57.6 5x6 = 15 11 13 11 3x5 =3x9 = 3x5 = 3x4 = 4x6 = 10 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.13 11-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.30 11-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.13 9 n/a We BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 11-13 >999 240 Weight: 241 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except' BOT CHORD 3-13,4-13,5-13: 2x4 SPF No.2 WEBS OTHERS 2x4 HF Stud Structural wood sheathing directly applied or 5-0-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-13, 5-13,6-9 REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-5-8, 9=1-5-8. (lb) - Max Horz 2=-138(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-232(LC 10), 9=-327(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 2=1644(LC 1), 9=1405(LC 1), 10=395(LC 5), 10=253(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2632/340,3-4=-1885/313, 4-5=-1871/305, 5-6=-2464/379,7-9=-374/139 BOT CHORD 2-15=-318/2222, 13-15=-319/2220, 11-13=-266/2307, 10-11=-308/1941, 9-10=-308/1941 WEBS 3-15=0/311, 3-13=-878/254, 4-13=-80/952, 5-13=-984/264, 6-11=0/568, 6-9=-2241/318 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 2 and 327 Ib uplift at joint 9. oo�,PQo tic��s O 0n i ;U YG; 4018 �sS�ONAL E��\ August 22,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M-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 �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 Hei hts CA 95610 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:36 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mne1 giyXAZWBW667_n44StcylKAv 'r7 -0 -Or 7-9-4 F 15-3-0 22-6-0 26-10-4 31-6-0 32-6-0 7-5-12 7-3-0 4-4-4 4-7-12 1-0-0 5x8 = 6.00 12 Scale = 1:57.6 5x6 = 14 '- 12 10 9 2x4 I 3x5 =3x9 = 3x6 3x4 = 10x10 MT20HS = Truss Truss Type Qty Ply 755A L75A-GR 2x4 SPF No.2 31-6-0 WEBS 2x4 HF Stud *Except* R48201611 7-5-12 B4 Roof Special 2 1 9-0-0 Max Hoa 2=-138(LC 8) Plate Offsets (X,Y)-- 13:0-4-0,0-5-01, 15:0-8-12,0-3-01, 17:0-4-0,0-1-121, f9:Edge,0-3-81 Max Uplift 2=-228(LC 10), 9=-236(LC 11) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:36 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mne1 giyXAZWBW667_n44StcylKAv 'r7 -0 -Or 7-9-4 F 15-3-0 22-6-0 26-10-4 31-6-0 32-6-0 7-5-12 7-3-0 4-4-4 4-7-12 1-0-0 5x8 = 6.00 12 Scale = 1:57.6 5x6 = 14 '- 12 10 9 2x4 I 3x5 =3x9 = 3x6 3x4 = 10x10 MT20HS = LUMBER- 7-9-4 15-3-0 TOP CHORD 22-6-0 TOP CHORD BOT CHORD 2x4 SPF No.2 31-6-0 WEBS 2x4 HF Stud *Except* 7-9-4 7-5-12 3-12,4-12,5-12:2x4 SPF No.2 7-3-0 REACTIONS. (Ib/size) 2=1655/0-5-8,9=1648/0-5-8 9-0-0 Max Hoa 2=-138(LC 8) Plate Offsets (X,Y)-- 13:0-4-0,0-5-01, 15:0-8-12,0-3-01, 17:0-4-0,0-1-121, f9:Edge,0-3-81 Max Uplift 2=-228(LC 10), 9=-236(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/332, 3-4=-1906/305, 4-5=-1892/297, 5-6=-2529/354, 6-7=-352/3, 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 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.37 9-10 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IRC2012RPI2007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 3-12,4-12,5-12:2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 2=1655/0-5-8,9=1648/0-5-8 Max Hoa 2=-138(LC 8) Max Uplift 2=-228(LC 10), 9=-236(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/332, 3-4=-1906/305, 4-5=-1892/297, 5-6=-2529/354, 6-7=-352/3, 7-9=-449/107 BOT CHORD 2-14=-311/2242, 12-14=-312/2240, 10-12=-243/2370, 9-10=-277/2023 WEBS 3-14=0/314, 3-12=-879/254, 4-12=-72/971, 5-12=-1033/244, 6-10=0/546, 6-9=-2101/370 Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-12, 5-12, 6-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2 and 236 Ib uplift at joint 9. ,N90 cicF� > S00N F4 %i G ; 44018 ��ONAL E� August 22,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ream 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 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 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 b Truss Truss Type Qty Ply 755A848201612 L75 2x4 SPF No.2 31-6-0 9-0-0 WEBS Plate Offsets (X Y)-- [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-4-0 0-1-12]f9:Edge 0-3-81 BOT CHORD 5A_GR B5 Roof Special 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:36 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mnel giyXAZWB WB67_n44StcyIKAv 7-9-4 15-3-0 22-6-0 26-10-4 31-6-0 2-6- 1-0-0 7-9-4 7-5-12 7-3-0 4-4-4 4-7-12 -0-0 5x8 = 6.00 12 Scale= 1:57.6 5x6 = 14 — 12 10 9 2x4 I 3x5 =3x9 = 3x6 = 3x4 = 10x10 MT20HS = I4 'r 7-9-4 7-9-4 15-3-0 7-5-12 TOP CHORD 22-6-0 7-3-0 TOP CHORD 1 2x4 SPF No.2 31-6-0 9-0-0 WEBS Plate Offsets (X Y)-- [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-4-0 0-1-12]f9:Edge 0-3-81 BOT CHORD 3-12,4-12,5-12: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 2=1655/0-5-8,9=1648/0-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.37 9-10 >999 240 MT20HS 139/108 TCDL 10.0 * Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 3-12,4-12,5-12: 2x4 SPF No.2 WEBS REACTIONS. (Ib/size) 2=1655/0-5-8,9=1648/0-5-8 Max Horz 2=-138(LC 8) Max Uplift 2=-228(LC 10), 9=-236(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/332, 3-4=-1906/305, 4-5=-1892/297, 5-6=-2529/354, 6-7=-352/3, 7-9=-449/107 BOT CHORD 2-14=-311/2242, 12-14=-312/2240, 10-12=-243/2370, 9-10=-277/2023 WEBS 3-14=0/314, 3-12=-879/254, 4-12=-72/971, 5-12=-1033/244, 6-10=0/546, 6-9=-2101/370 Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-12, 5-12, 6-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Ail plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2 and 236 Ib uplift at joint 9. 6�00 tICF��Q • 0 •0 0 44018 • cr- V* Q_lONAI-E August 22,2016 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 �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 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 755A TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 848201613 755A—GR C1 Common Supported Gable 1 1 -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:38 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Q11YKBjNPdlhsgClv348nNccPK_Gf6iHEOZYyVylKAt 1-0. 19-3-0 23-6-8 -0-0 19-3-0 4-3-8 �1 4x6 = 18 19 3x5 II 39 38 37 36 35 34 33 32 31 30 29 2827 26 25 24 23 22 3x4 = 4x6 11 Plate Offsets (X,Y)— 12:0-2-5,0-1-91, 122:Edge,0-3-81 Scale = 1:60.2 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.00 1 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 22 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Weight: 176 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 pur ins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud "Except' WEBS 1 Row at midpt 21-22, 18-25, 17-26, 16-27, 19-24, 20-23 18-25,17-26,16-27,15-29,14-30,19-24,20-23: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 1-6-7 REACTIONS. All bearings 23-6-8. (lb) - Max Horz 2=423(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 2, 25, 26, 27, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 24, 23 except 39=-11 O(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 22, 25, 26, 27, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 24, 23 except 2=269(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-399/127, 4-5=-330/110, 5-6=-313/109, 6-8=-289/106, 8-9=-267/103, 9-10=-253/104 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 2, 25, 26, 27 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 24, 23 except Qt=1b) 39=110. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. �D�,,p,D 0 L iCF�s C� •• • SOON ••• �� 117. O • 4018 d • • Ct sioNA� E��� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101092015 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 mi, 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 Heiahts. CA 95610 Job Truss Truss Type Qty Ply 755A (loc) I/deft L/d PLATES GRIP TCLL 30.0 848201614 755A—GR C2 Common 5 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:38 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Q11YKBjNPdlhsgClv348nNcZOKsTf2yHEOZYyVylKAt ,9 6-7-5 12-11-3 19-3-0 L 23-6-6 1-0-0 6-7-5 6-3-13 6-3-13 4-3-8 4x6 = J U 4X12 — 9 8 3x4 = 3x6 = 4x8 = 4x6 II 9-9-4 19-3-0 1 23 9-9-4 9-5-12 4-3-8 Plate Offsets (X,Y)-- 12:0-0-0 0-2-11 14:0-4-0 0-3-41 17:Edge 0-1-121 18:Edge,0-3-81 N It ob Scale = 1:60.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.27 9-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.78 Vert(TL) -0.50 9-11 >559 240 TCDL 10.0 Rep Stress Incr YES WS 0.36 Horz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.06 2-11 >999 240 Weight: 116 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 *Except* BOT CHORD 4-11: 2x4 HF Stud WEBS SLIDER Left 2x4 HF Stud 3-7-11 REACTIONS. (Ib/size) 2=1252/0-5-8,8=1168/Mechanical Max Horz 2=423(LC 7) Max Uplift 2=-190(LC 10), 8=-191(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1864/292,4-5=-1528/266,5-6=-604/171, 6-7=-547/205, 7-8=-1148/223 BOT CHORD 2-11=-344/1556, 9-11=-237/1024 WEBS 4-11=-433/232, 5-11=-59/615, 5-9=-880/294, 7-9=-122/916 Structural wood sheathing directly applied or 4-2-14 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-9, 6-9, 7-8 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 Gt=1b) 2=190, 8=191. opo 90 Lr�fi V Q SOOAV ee e 'r .0 �2 e -44018 August 22,2016 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �F a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Inlormation 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 755A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 848201615 755A GR D1 Common Supported Gable 1 1 BC 0.04 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 ' Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:39 2016 Page 1 ID: NQh2 UcWVJcwzBggux_AVmUylLAq-uDswXXk?Ax9YT_nxTmbNJa9r3jOGOZZQT2J6UxyIKAs -1-0-06-6-0 I 13-0-0 14 1-0-0 6-6-0 6-6-0 _;_;I I 4x6 = 3x9 II 22 21 20 19 18 17 16 15 14 3x9 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 2x4 11 2x4 11 13-0-0 13-0-0 Plate Offsets (X Y)-- [2:0-1-12.0-0-31,[3:0-2-8,0-2-41,[11:0-2-8,0-2-41,[1 :0-1-12,0-G-111 Scale = 1:40.3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 12 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 79 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 1-6-8, Right 2x6 SPF 1650F 1.5E 1-6-8 REACTIONS. All bearings 13-0-0. (lb) - Max Horz 2=-194(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 17, 16, 15 except 22=-134(LC 8), 14=-122(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 19, 20, 21, 17, 16, 15 except Qt=1b) 22=134, 14=122. �6�,Ng 0 LICF�S Sa�N '•. FO O O 02•- _'R�44018 �Fss/a N AL August 22,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Welk' olways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus heights, CA 95610 Job Truss Truss Type Qty Ply 755A 6-5-7 6-1-1 0.0-14 5-10-10 Plate Offsets (X Y)— f2:0-3-8 Edgel [5:0-2-0,0-0-41, f8:0-6-7,0-0-31 LOADING (pst) 848201616 755A GR D2 GABLE 1 1 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.05 14-15 >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. Mon Aug 22 10:20:40 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-M PP IltldxEH 058M8OU6csohzw7gV7_eahh2fONyIKAr 11-0-0+ 4-9-4 9-3-0 13-8-1218-6-0 19" 1-0-0 4-9-4 4-5-12 4-5-12 4-9-4 1-0-0 3xi 11 5x6 3x4 = 91d Scale= 1:57.0 3x12 II v �V 3x4 = 3x4 = 3x9 II 3x4 = 14 13 12 11 10 12-6-B 12-7-6 18-6-0 6-5-7 6-1-1 0.0-14 5-10-10 Plate Offsets (X Y)— f2:0-3-8 Edgel [5:0-2-0,0-0-41, f8:0-6-7,0-0-31 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 0.26 Vert(LL) -0.05 14-15 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.08 14-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.01 2-15 >999 240 Weight: 156 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 SPF No.2 `Except` WEBS 1 Row at midpt 5-14 4-15,6-14: 2x4 HF Stud OTHERS 2x4 HF Stud `Except` 5-16: 2x4 SPF No.2 SLIDER Left 2x8 SPF 195OF 1.7E 3-2-14, Right 2x6 SPF 1650E 1.5E 3-2-13 REACTIONS. All bearings 5-11-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=-264(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 8, 10 except 2=-115(LC 8), 13=-287(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 12, 10 except 2=753(LC 1), 14=942(LC 14), 14=820(LC 1), 8=373(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-735/147, 4-5=-591/243, 5-6=-241/251, 6-8=-379/128 BOT CHORD 2-15=-148/578,14-15=-59/307 WEBS 4-15=-318/237, 5-15=-160/503, 5-14=-460/50, 6-14=-345/242 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Pp0 1� LIC Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. OQ,NID • 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 ©\� ,• SAO •� cr� 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. • Q �2; 5) All plates are 2x4 MT20 unless otherwise indicated. • 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4018 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. :• �• GV 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10 except ��. '.• • �� Qt=lb) 2=115, 13=287. (C �••••••'� tom\ Ss�ONAL EN August 22,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 755A I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 848201617 755A_GR D3 Common 3 1 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.25 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:412016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-rczgyDm FiYPFj IxKaBdrP?E85XxGsRUjwLoDYpylKAq it -0-0 4-9-4 9-3-0 13-8-12 18-6-0 Ti9-6-Q 1-0-04-5-12 4-5-12 4-9-4 1-0-0� I 4x6 - 412 II 10 4x12 5x10 = gl Scale = 1:52.2 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 0.29 Vert(LL) 0.10 2-10 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.58 Vert(TL) -0.25 2-10 >889 240 10) TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 B n/a n/a BCLL 0.0 Code IRC2012rfP12007 Matrix -R Wnd(LL) 0.02 2-10 >999 240 Weight: 91 Ib FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except` 5-10: 2x4 SPF No.2 SLIDER Left 2x8 SPF 195OF 1.7E 3-2-15, Right 2x8 SPF 195OF 1.7E 3-2-15 REACTIONS. (Ib/size) 2=1005/0-5-8,8=1005/0-5-8 Max Horz 2=264(LC 7) Max Uplift 2=-124(LC 8), 8=-124(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1064/174, 4-5=-813/200, 5-6=-813/200, 6-8=-1063/174 BOT CHORD 2-10=-122/772, 8-10=-38/704 WEBS 5-10=-109/504, 6-10=-290/214, 4-10=-289/213 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=124, 8=124. o�o�Poo s U � ••J S00 • •`•• �� �i 4018 w Q . ON AL ENV August 22,2016 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 M7ek0 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R A iTek° 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 Heiahts, CA 95610 Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 1 ID: NQh2UcWVJcwzBgguz_AVmUylLAq-JoX2AZmuTsX6KSVWV8v84xDnHfxKabj9s9?Xm5GylKAp r1-0-0 5-2-4 1 9-3-0 l 13-3-12 18-6-0 1-0-0 5-2-4 4-0-12 4-0-12 5-2-4 �1 5x8 11 6x10 �i " ' 4x12 11 10x10 = 6x10 = 6x10 �� 4x12 11 Scale = 1:54.4 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 10.0 1 BCLL 0.0 ' BCDL 10.0 Truss Truss Type Qty Ply 755A Llob LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E 848201618 A_GR D4 COMMON GIRDER 1 WEBS 2x4 HF Stud "Except" R� 0 LIC 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 4-9:2x4 SPF No.2 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ��� •• S p0 ••�� V Ci WEDGE Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 1 ID: NQh2UcWVJcwzBgguz_AVmUylLAq-JoX2AZmuTsX6KSVWV8v84xDnHfxKabj9s9?Xm5GylKAp r1-0-0 5-2-4 1 9-3-0 l 13-3-12 18-6-0 1-0-0 5-2-4 4-0-12 4-0-12 5-2-4 �1 5x8 11 6x10 �i " ' 4x12 11 10x10 = 6x10 = 6x10 �� 4x12 11 Scale = 1:54.4 LOADING (psf) TCLL 30.0 (Roof Snow=3 0) TCDL 10.0 1 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.43 BC 0.45 WB 0.92 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d 0.07 9-10 >999 360 -0.14 9-10 >999 240 0.04 6 n/a n/a 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 507 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud "Except" R� 0 LIC 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 4-9:2x4 SPF No.2 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ��� •• S p0 ••�� V Ci WEDGE ; Q • O 0� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Left: 2x8 SP No.2, Right: 2x8 SP No.2 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs ; 0 REACTIONS. (Ib/size) 6=12087/0-5-8, 2=12595/0-5-8 : 4018 0 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom Max Horz 2=260(LC 21) will chord and any other members. 100 C% •.� Max Uplift 6=-1668(LC 9), 2=-1820(LC 8) .• �� FS '••••••'` 6=1668,2=1820. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1627 Ib down and 259 Ib up at A•EN TOP CHORD 2-3=-15835/2287, 3-4=-10108/1536, 4-5=-10124/1537, 5-6=-13945/1956 down and 334 Ib up at 8-11-4, 2366 Ib down and 334 Ib up at 10-11-4, 2366 Ib down and 334 Ib up at 12-11-4, and 23661b down BOT CHORD 2-10=-1655/11399, 9-10=-1655/11401, 7-9=-1345/10060, 6-7=-1345/10059 and 334 Ib up at 14-11-4, and 2366 Ib down and 334 to up at 16-11-4 on bottom chord. The design/selection of such connection 9 WEBS 4 -9= -1816/12257,5 -9=-3479/630,5-7=-711/5472,3-9=-5534/986,3-10=-1212/8389 NOTES - 1) 4 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 9-5 2x4 - 1 row at 0-9-0 oc, member 5-7 2x4 - 2 rows staggered at 0-6-0 oc, member 9-3 2x4 - 1 row at 0-9-0 oc, member 3-10 2x4 - 2 rows staggered at 0-4-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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. R� 0 LIC 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; �F �••�••• F� s� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ��� •• S p0 ••�� V Ci DOL=1.33 ; Q • O 0� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs ; 0 non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : 4018 0 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom will chord and any other members. 100 C% •.� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Ib uplift at joint(s) except (1t=1b) .• �� FS '••••••'` 6=1668,2=1820. s;ON 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1627 Ib down and 259 Ib up at A•EN 2-0-12, 1627 Ib down and 259 Ib up at 4-0-12, 5328 Ib down and 814 Ib up at 5-2-4, 2366 Ib down and 334 Ib up at 6-11-4, 2366 Ib down and 334 Ib up at 8-11-4, 2366 Ib down and 334 Ib up at 10-11-4, 2366 Ib down and 334 Ib up at 12-11-4, and 23661b down August 22,2016 and 334 Ib up at 14-11-4, and 2366 Ib down and 334 to up at 16-11-4 on bottom chord. The design/selection of such connection 9 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/072015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based any 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 �T®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 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 755,& 848201618 755A_GR D4 COMMON GIRDER 1 4 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 2 ID: NQh2UcWVJcwzBggux_AVmUylLAq-JoX2AZm uTsX6KS WW8v84xDnHfxKabj9s97Xm5GyIKAp LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10= -5328(B)11= -1627(B)12= -1627(B)13= -2366(B)14= -2366(B)15= -2366(B)16= -2366(B)17= -2366(B)18= -2366(B) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M P7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTeW 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 17-0-0 DOL=1.33 8-6-0 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 848201619 755A_GR E1 Scissor Supported Gable 1 1 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. Job Reference (optional) Alpine Lumber GO., Gommerce GIty,G0.80022 6.U1 U 5 Apr ZU ZUlb MI I ex Industries, Inc. Mon Aug 22 1U2UA3 2U16 Pagel ID: NQh2UcWVJcwzBggux_AVm UylLAq-n_5RNunWE9gzyc5iicgJUQJXuKlxKOCOOfHJdiyIKAo I -1-0-0 8-6-0 17-0-0 18-0-0 1-0-0 8-6-0 8-6-0 1-0-0 2x4 11 6.00 12 6 2x4 I I 25 5 2x4 11 4 3x4 3 23 2 24 2x4 2x4 3x6 11 Scale = 131.2 4x6 = 2x4 2x4 I 7 g 2x4 11 10 26 2x4 11 2x4 20 12 21 5x6 = 19 22 2x4 2x4 I 18 13 3x4 � 2x4 11 2x4 II 17 N 2x4 11 14 16 2x4 I 15 Iod ltd 3x6 11 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. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 1-9-4, Right 2x4 HF Stud 1-9-4 REACTIONS. All bearings 17-0-0. (lb) - Max Horz 2=-80(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except 24=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 20, 21, 22, 23, 19, 18, 17 except 2=257(LC 1), 14=257(LC 1), 24=259(LC 15), 16=259(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8-6-0 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 17-0-0 DOL=1.33 8-6-0 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 8-6-0 Plate Offsets (X Y)— [2:0-2-4,0-3-91.[14:0-2-4,0-3-91 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 14 n/r 120 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 14 n/r 120 10) TCLL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Weight: 62 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 1-9-4, Right 2x4 HF Stud 1-9-4 REACTIONS. All bearings 17-0-0. (lb) - Max Horz 2=-80(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except 24=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 20, 21, 22, 23, 19, 18, 17 except 2=257(LC 1), 14=257(LC 1), 24=259(LC 15), 16=259(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. Cit;F� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O�P�� •• •• 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©�•••••SOO •e•• tS�. will fit between the bottom chord and any other members. �J ; Q N •• 00e 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 14, 21, 22, 23, 11 19, 18, 17, 16 except Qt=1b) 24=101. • Cry; 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16. • 4018 -o ; • Q c� ONAL August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/1015 BEFORE USE. eenee Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Heiahts, CA 95610 Alpine Lumber Co., Commerce City,CC.80022 0 J 4-4-12 1-4 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-FBfpbEo8?TogalgvFKBYOesYhkvT3iR9cJOt98yIKAn 5x6 = 4-1-4 4-4-12 ' 1-0-0 Scale = 1:31.0 5.6 11 5x6 11 LOADING (psf) Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848201620 LJob 755AGR E2 Scissor 2 1 MT20 185/144 _ Lumber DOL 1.15 BC 0.80 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 0 J 4-4-12 1-4 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-FBfpbEo8?TogalgvFKBYOesYhkvT3iR9cJOt98yIKAn 5x6 = 4-1-4 4-4-12 ' 1-0-0 Scale = 1:31.0 5.6 11 5x6 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 0.72 Vert(LL) -0.18 11-12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.37 10-11 >546 240 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.32 8 n/a n/a BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.10 11-12 >999 240 Weight: 64 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-5-8, Right 2x4 HF Stud 2-5-8 REACTIONS. (Ib/size) 2=928/0-5-8, 8=928/0-5-8 Max Horz 2=-80(LC 8) Max Uplift 2=-133(LC 10), 8=-133(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2434/330, 4-5=-2200/208, 5-6=-2200/223, 6-8=-2434/244 BOT CHORD 2-12=-303/2092, 11-12=-304/2119, 10-11=-150/2119, 8-10=-149/2092 WEBS 5-11=-81/1466 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=133,8=133. August 22,2016 ® WARNING - Vardy 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(D 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 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; Qty Ply755,& CSI. DEFL. in (loc) Well! L/d Frus.s.Tpey TCLL 30.0 Plate Grip DOL 1.15 R48201621 755A_GR E3 r 8 1 BC 0.79 Vert(TL) -0.37 9-10 >542 240 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcWVJLwzBggux_AVm UylLAq-FBfpbEo8?TogalgvFKBYOesYukvf3iH9cJOt98ylKAn 4-4-12 8-6-0 12-7-4 17-0-0 4-4-12 4-1-4 4-1-4 4-4-12 5x6 = Scale = 1:29.6 6X6 11 6X6 11 Plate Offsets (X,Y)-- [1:0-1-0,0-1-51,[7:0-2-12,0-1-51,f9:0-4-0,0-2-121 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well! L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.79 Vert(TL) -0.37 9-10 >542 240 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.32 7 n/a n/a 7=109. BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.10 9-10 >999 240 Weight: 62Ito FT=20% BCDL 10.0 LUMBER- BRACING - 0 NAL TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 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 2x4 HF Stud 2-5-8, Right 2x4 HF Stud 2-5-8 REACTIONS. (Ib/size) 1=841/0-5-8, 7=841 /Mechanical Max Horz 1=79(LC 9) Max Uplift 1=-109(LC 10), 7=-109(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2478/340, 3-4=-2227/214, 4-5=-2227/228, 5-7=-2478/255 BOT CHORD 1-10=-314/2138, 9-10=-316/2163, 8-9=-162/2163, 7-8=-162/2138 WEBS 4-9=-86/1491 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify O LIC�� capacity of bearing surface. O�R9 ••• SF 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=109, d� •••`S�iI V •`UQ N 7=109. 0 2 e e s e -44018 0 NAL August 22,2016 ,& WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:45 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5p1 inZrPig8Mbo5pJrzmQhbylKAm 5-8-9 11-3-717-0-0 5-8-9 5-6-13 5-8-9 5x6 = 2x4 II 4x6 = 5x8 = 3x5 II 3 Truss Truss Type Qty Ply 755A F71'5 I/defl L/d 11 12 13 14 15 16 8 17 18 19 GRIP R48201622 A_GR E4 Flat Girder 1 -0.07 6-7 >999 360 MT20 174/144 (Roof Snow=3 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:45 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5p1 inZrPig8Mbo5pJrzmQhbylKAm 5-8-9 11-3-717-0-0 5-8-9 5-6-13 5-8-9 5x6 = 2x4 II 4x6 = 5x8 = 3x5 II 3 ED 2-0-0 CSI. DEFL. in (loc) I/defl L/d 11 12 13 14 15 16 8 17 18 19 10 e r 10x10 MT20HS 1000 = 6x10 = 3x12 11 5-8-9 11-3-7 17-0-0 5-8-9 5-6-13 5-8-9 6 6x6 = Scale = 1:47.2 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 0.82 Vert(LL) -0.07 6-7 >999 360 MT20 174/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 6-7 >999 240 MT20HS 139/108 10) TCDL 10.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 6-7 >999 240 Weight: 272 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x8 SPF 1950F 1.7E *Except* BOT CHORD 6-8:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF WEBS WEBS 2x4 HF Stud *Except* 1-9,4-9,4-6: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=5267/0-5-8, 6=6692/Mechanical Max Horz 10=-337(LC 4) Max Uplift 10=-980(LC 4), 6=-1113(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-4357/833, 1-2=-3115/574, 2-4=-3115/574 BOT CHORD 9-10=-307/277, 7-9=-653/3247, 6-7=-653/3247 WEBS 1-9=-965/5149, 2-9=-441/220, 4-9=-307/93, 4-7=-559/4031, 4-6=-5356/961 2-0-0 oc pur ins (6-0-0 max.): 1-5, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-10,4-6 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) 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, with BCDL = I O.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=980,6=1113. 11) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1148 Ib down and 211 Ib up at 2-0-12, 1148 Ib down and 211 Ib up at 4-0-12, 1148 Ib down and 211 Ib up at 6-0-12, 1148 Ib down and 211 Ib up at 8-0-12, 1148 Ib down and 211 Ib up at 10-0-12, 1292 Ib down and 180 Ib up at 12-0-12, and 1627 Ib down and 236 Ib up at 14-0-12, and 1629 Ib down and 234 lb up at 16-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. DO Llc SOON%• F< O • 2 • • 11AO18 i �o�F1S •'••••••••••�Ak�� LOWD CASES) Standard WARNIN - 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 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 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 Heights, CA 95610 August 22,2016 Job Truss Truss Type Qty Ply 755,& 848201622 755A—GR E4 Flat Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:45 2016 Page 2 ID:NQh2UcWVJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5pl inZrPig8Mbo5pJrzmQhbylKAm LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 8=-1148(F) 11=-1148(F) 13=-1148(F) 14=-1148(F) 15=-1148(F) 17=-1292(F) 18=-1627(F) 19=-1629(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, 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 I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the TQk' 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 755A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201623 755A_GR G1 Half Hip Girder 1 2 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:46 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-BZnZ?wgOX42Yp3pHNID063x OYkDXg?S4dV_E1ylKAl I -1-0-0 6-0-0 8-10-4 12-0-0 1-0-0 6-0-0 2-10-4 3-1-12 61 4x6 = 3x5 Scale = 1:22.1 3x4 = oxo 3X9 — 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 0.35 Vert(LL) -0.03 8 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 7-8 >999 240 10.0 TCDL 1 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.02 8 >999 240 Weight: 100 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=1199/0-3-8,7=1739/0-5-8 Max Horz 2=106(LC 40) Max Uplift 2=-295(LC 6), 7=-403(LC 7) Max Grav 2=1323(LC 24), 7=1821(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2595/550, 3-4=-2295/544, 5-6=-340/75 BOT CHORD 2-8=-504/2327, 7-8=-262/1125 WEBS 3-8=-193/636, 4-8=-324/1548, 4-7=-1478/345, 5-7=-165/301 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=295,7=403. 11) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1040 Ib down and 279 Ib up at 6-0-0, and 318 Ib down and 80 Ib up at 8-0-12, and 317 Ib down and 83 Ib up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard �o�PD 0 L leF�s c.�'�•• SOON •' �� . /1; O O Off; 4018 SCS • • CC 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 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, 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 August 22,2016 Job Truss Truss Type Qty Ply 755A 848201623 755A GR G1 Half Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:46 2016 Page 2 ID:NQh2UcWVJcwzBggux AVmUylLAq-BZnZ?wgOX42Yp3pHNID063x_OYkDXg?S4dV_E1ylKAl LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 8=-1040(F) 11=-318(F) 12=-317(F) A WARNING - Verlly 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 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/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 ob Truss Truss Type Qty Ply 755,& [7551—GR �(32 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, 12:0-3-5 Edoel 3) Unbalanced snow loads have been considered for this design. R48201624 LOADING (psf) SPACING- 2-0-0 Half Hip 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.08 2-8 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 4-0-5 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:47 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-fm LxDGg010APRDOUxSkFeGU9Cy11 G71cJHFXmTyIKAk 6x6 = 4-0-0 Scale = 1:22.2 5x6 = axv — 7 ow II 4x6 = 3x4 = NOTES - 8-0-0 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; _ �10-11-8 12-0-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 6-0-0 DOL=1.33 2-11-8 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, 12:0-3-5 Edoel 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.08 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.21 2-8 >614 240 ; 018 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a N AL BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 2-8 >999 240 Weight: 49 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=620/0-3-8,7=643/0-5-8 Max Horz 2=141(LC 9) Max Uplift 2=-149(LC 6), 7=-138(LC 7) Max Gray 2=794(LC 24),7=643(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1148/191, 3-4=-579/87 BOT CHORD 2-8=-182/1012, 7-8=-73/464 WEBS 3-8=-568/171, 4-8=0/342, 4-7=-705/104, 5-7=-270/69 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 L Ice 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 d�PD •••500 ••R� s� between dam: C> N •� will fit the bottom chord and any other members. truss to bearing 100 Ib ; 0 •�0 O� 8) Provide mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=lb) ; 2=149,7=138. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ; 018 c�,ss/Q N AL August 22,2016 ,& 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 755A DOL=1.33 r 0-8-12 1-2-9 0-0-11 Plate Offsets (X,Y)-- f2:0-0-0.0-2-21, f2:0-3-5,Edgef 3) Unbalanced snow loads have been considered for this design. 848201625 755A -GR G3 Half Hip 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 2-8 >735 360 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:48 2016 Page 1 I D: N Q h2 UcV WJcwzB ggux_AVm U y ILAq-7yuKQcre3 i I G2 NzgU9 FU B UOIZLJ i?XZIXx_41wyIKAj -1-0-05-0-5 10-0-0 12-0-0 1-0-0 5-0-5 4-11-11 2-0-0 6x6 = 3x4 = 5x6 = 3x5 = 7 2x4 Scale = 1:25.0 NOTES - 10-0-0 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 3x4 = 10-9-7 10V2 12 0-0� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 10-0-0 DOL=1.33 r 0-8-12 1-2-9 0-0-11 Plate Offsets (X,Y)-- f2:0-0-0.0-2-21, f2:0-3-5,Edgef 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 2-8 >735 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.66 Vert(TL) -0.45 2-8 >283 240 i • TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 7 n/a n/a ONAL BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 2-8 >999 240 Weight: 52 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 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 6-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=623/0-3-8,7=639/0-5-8 Max Horz 2=174(LC 7) Max Uplift 2=-147(LC 6), 7=-128(LC 7) Max Grav 2=822(LC 24), 7=697(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1140/189, 3-4=-345/34 BOT CHORD 2-8=-191/1004 WEBS 3-8=-815/234.4-8=0/651.4-7=-902/17 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding.O PD O CSG, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q` •00000 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 ��•�•• 800 ••�ts� will fit between the bottom chord and any other members. � V 0 N • Q 0 • 00 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6 2=147,7=128.0 •0 9) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. i • -44018 ONAL August 22,2016 A 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 M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �k 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®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 CSI. Qty Ply 755A84820162755A_GR I/defl ]Mrursype PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) G4 itch 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.10 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:48 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVm UylLAq-7yuKQcre3ilG2NzgU9FUBUOCRLNh?VzlXx_41wylKAj I _111--o-0-09 5-10-9 12-0-0 5-10-9 6-1-7 6x6 = Scale = 1:27.0 4 46 = 2x4 II 6 3x4 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 0.86 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.10 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 48 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=620/0-3-8,6=643/0-5-8 Max Horz 2=212(LC 7) Max Uplift 2=-142(LC 6), 6=-132(LC 10) Max Grav 2=645(LC 15), 6=774(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-954/123 BOT CHORD 2-7=-138/824, 6-7=-138/824 WEBS 3-6=-942/211, 4-6=-368/145 Structural wood sheathing directly applied or 5-4-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=142,6=132. o���p,D 0 LICA C3 Q Soot% • ; •s�t� G) . 4018 -o • • ce- IA- ��_ \� - August 22,2016 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/072015 BEFORE USE. rearea Design valid for use only with MTeIrO 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 Job Truss Truss Type Qty Ply 755A DOL=1.33 6-1-7 Plate Offsets (X,Y)-- f2:0-3-5 Edge1 12:0-0-0 0-1-141, 14:0-3-12 0-3-01 3) Unbalanced snow loads have been considered for this design. 848201827 755A_GR G5 Monopitch 3 1 in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 ; 000 0. TC 0.50 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-c8SieysHq?Q7gXYs2tmjjhZTvliXk?vumbkegMylKAi 1 -1-0-0 5-10-9 12-0-0 1-0-0 5-10-9 6-1-7 5x10 % 43x4 = 4x6 = 3x4 II 8�d Scale = 1:27.3 5-10-9 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 12-0-0 5-10-9 DOL=1.33 6-1-7 Plate Offsets (X,Y)-- f2:0-3-5 Edge1 12:0-0-0 0-1-141, 14:0-3-12 0-3-01 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 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. CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 ; 000 0. TC 0.50 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.12 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES ONAL EN WB 0.41 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.04 2-6 >999 240 Weight: 49 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 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. OTHERS 2x4 HF Stud WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=685/0-3-8, 8=548/Mechanical Max Horz 2=162(LC 10) Max Uplift 2=-137(LC 6), 8=-129(LC 10) Max Grav 2=727(LC 15), 8=661 (LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/107, 3-4=-1166/201 BOT CHORD 2-6=-203/1012 WEBS 3-6=-516/210, 4-6=-236/1085 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PD 0 L/o tall by 2-0-0 O •••. dr(� •.eU� 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 wide will fit between the bottom chord and any other members. �•••'SOO N 0 V O • 7) Refer to girder(s) for truss to truss connections. ; 000 0. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=137,8=129. 4018 ONAL EN August 22,2016 ® 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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 155A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 7-8 >999 360 848201628 755A J1 Diagonal Hip Girder 1 1 TCDL 10.0 -GR WB 0.54 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVmUylLAq-c8SieysHq?Q7gXYs2tmjjhZTZIZWkzpumbkegMylKAi -1-5-0 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale= 1:18.1 2x4 11 4x6 = Plate Offsets (X Y)-- [2:0-0-0,0-1-151, f2:0-3-6,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(TL) -0.14 7-8 >684 240 TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.05 7-8 >999 240 Weight: 31 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 7=680/Mechanical, 2=732/0-8-6 Max Horz 2=108(LC 24) Max Uplift 7=-171(LC 10), 2=-242(LC 6) Max Grav 7=750(LC 15), 2=764(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1435/332 BOT CHORD 2-8=-328/1314, 7-8=-328/1314 WEBS 3-8=-81/462, 3-7=-1374/369 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O L 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom ©Q,KD • • 5 will chord and any other members. �� •••` • soo/••. ••• 7) Refer to girder(s) for truss to truss connections. V ; Q 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 7=171,2=242. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 35 Ib up at 2-9-8, 50 Ib down and 35 Ib up at 2-9-8, and 182 Ib down and 67 Ib up at 5-7-7, and 182 Ib down and 67 Ib up at 5-7-7 on bottom • 4018 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). `• : GV O`�f �•`'•••••'•�•``� LOADCASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ONM_ Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 August 22,2016 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 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 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 ht CA 95610 Job Truss Truss Type Qty Ply 755A 848201628 755A—GR it Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 2 ID:NQh2UcWVJcwzBggux AVmUylLAq-c8SieysHq7Q7gXYs2tmjjhZTZIZWkzpumbkegMylKAi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-100(F=-50, B=-50) 11=-363(F=-182, f3=-182) AWARN/NG • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Cdteda, 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 log Citrus Heiants CA 95610 b Truss Truss Type Qty Ply 755,& [Jo LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 848201629 755A GR J2 Jack -Closed 2 1 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.06 2-6 >999 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:50 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUyIIAq-4LO4rltvbJY_Ih73calyGv6a793vTYX2?FTBNoyIKAh 6-0-0 1-0-0 6-0-0 C r; 2x4 I 3 3x4 = 5 2x4 11 Scale= 1:16.8 Plate Offsets (X Y)-- (2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 2-6 >462 240 TCDL 10.0BCLL Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a a Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 2 `•" 240 Weight: 19Ito FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=298/Mechanical, 2=380/0-3-8 Max Horz 2=112(LC 7) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=338(LC 15), 2=393(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-277/97 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) 2=106. o`��,PO0 Lt���S O • 44018 57 Q;�; 0 N A-5;_ ' August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/01,1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:50 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-4LO4rItvbJY_Ih73calyGv6as93xTYX2?FTBNoyIKAh 2x4 11 2 3 3x4 = 2x4 11 Scale = 1:16.6 Plate Offsets (X Y)-- 11:0-0-0,0-1-61, 11:0-1-13,0-6-11 Truss Type Qly Ply 755A F755�AGR�J3 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 R48201630 TC 0.74 Vert(LL) Jack -Closed 1 1 LumberDOL 1.15 BC 0.35 Vert(TL) -0.14 1-5 >462 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:50 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-4LO4rItvbJY_Ih73calyGv6as93xTYX2?FTBNoyIKAh 2x4 11 2 3 3x4 = 2x4 11 Scale = 1:16.6 Plate Offsets (X Y)-- 11:0-0-0,0-1-61, 11:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.06 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.35 Vert(TL) -0.14 1-5 >462 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012rTP12007 Matrix -R Wind(LL) 0.00 1 "" 240 Weight: 17 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=307/Mechanical, 1=279/0-3-8 Max Horz 1=111(LC 7) Max Uplift 5=-63(LC 10), 1=-43(LC 6) Max Grav 5=337(LC 14), 1=286(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-275/99 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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) 5, 1. e,NO 0 LIC tL, : sOpN < o O ;' a °2 4018 rw� o ONAI. ti��\� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 his CA 95610 Job Truss Truss Type Qty Ply 755,& I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201631 755A J4 Jack -Closed 2 1 MT20 185/144 -GR Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:51 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-YXaS3etXLcgrvgiFAlpBp6etZZRHC?nBDvDkvEylKAg 3-11-11 3-11-11 3x4 = 2x4 11 5 Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 - 240 Weight: 13 lb FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=191/Mechanical, 2=283/0-3-8 Max Horz 2=79(LC 7) Max Uplift 6=-38(LC 10), 2=-92(LC 6) Max Grav 6=21 O(LC 15), 2=289(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. 0 /ri•Q 0% • • G) • 44018 00 Q ONAL E� August 22,2016 ,& 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 MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not OF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 755A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 848201632 ' 755A J5 Jack -Closed 2 1 Plate Grip DOL 1.15 -GR Vert(LL) -0.00 2 >999 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:51 2016 Page 1 ID:NQh2 UcVWJLwzBggux_AVm UylLAq-YXaS3etXLcgrvgiFAlpBp6ev?ZTLC?nBDvDkvEyIKAg 1-0-0 1-11-11 2x4 3 3x4 = Scale = 1:9.0 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/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 0.08 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Wind(LL) 0.00 2 >999 240 Weight: 8lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8,5=76/Mechanical Max Horz 2=46(LC 7) Max Uplift 2=-78(LC 6), 5=-15(LC 10) Max Grav 2=201 (LC 15), 5=78(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; Vu1t=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. cam; 'p SOON�osFO 0 0200 O. 44018 Q %�; OOONALE� August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03,2015 BEFORE USE. aaaaaa �a" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201633 755A—GR K1 Diagonal Hip Girder 1 1 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.97 Vert(TL) -0.11 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:52 2016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUyILAq-Oj8gGzu96woiX_HRj?KQLKB?vzbpxMmLSZylRhylKAf -1-5-03-8-12 7-8-9 1-5-0 3-8-12 3-11-13 Scale= 1:16.9 2x4 11 4 5 4x6 = 3-8-12 7-8-9 3-8-12 3-11-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 7-8 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.97 Vert(TL) -0.11 7-8 >787 240 TCDL 10.0 1 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 acnl inn Code IRC2012rrP12007 Matrix -R Wind(LL) 0.04 7-8 >999 240 Weight: 28 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 WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 7=661 /Mechanical, 2=663/0-7-6 Max Horz 2=100(LC 7) Max Uplift 7=-171(LC 10), 2=-225(LC 6) Max Grav 7=723(LC 15), 2=692(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1229/290 BOT CHORD 2-8=-285/1116, 7-8=-285/1116 WEBS 3-8=-72/397, 3-7=-1170/324 Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 lost on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 7=171,2=225. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 34 Ib up at 2-9-8, 48 Ib down and 34 Ib up at 2-9-8, and 175 Ib down and 65 Ib up at 5-7-7, and 175 Ib down and 65 Ib up 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: 1-4=-80, 4-5=-80, 2-6=-20 .'•Q Soot ' . 02 • s 4018 • ��SSlONAL �N�`� August 22,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/TFII Quality Criteria, DSB-8y 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 755A 848201633 755A—GR K1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:52 2016 Page 2 ID:NQh2UcWVJcwzBggux AVmUylLAq-Oj8gGzu96woiX_HRj?KQLKB?vzbpxMmLSZylRhylKAf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-96(F=48, 6=48) 11=-349(F=-175, 6=-175) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with 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 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 755A Plate Offsets (X Y)– [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. 848201634 755A–GR K2 Monopitch 5 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:52 2016 Page 1 ID:NQh2UcVVVJcwzBggux_AVmUylLAq-OjBgGzu96woiX–HRj?KQLKB29znGxS1 LSZyIRhylKAf -1-0-0 4-0-0 100 400 Scale= 1:12.4 3x4 = August 2x4 II 4-0-0 400 Plate Offsets (X Y)– [2:0-0-0,0-1-61, [2:0-1-13,0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 — 240 Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=165/Mechanical, 2=296/0-5-8 Max Horz 2=79(LC 9) Max Uplift 4=-35(LC 10), 2=-100(LC 6) Max Grav 4=181(LC 15), 2=303(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 100 to 4, 2. PQ 0 LIC q/ �'Ucr 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) •• �• ��0� v ; p Sooty '•• FO O OZ -44018 AM- NM- August 22,2016 ® 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 ANSIITP11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 755,& CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 848201635 755A K3 Roof Special 1 1 Lumber DOL 1.15 -GR Vert(TL) -0.03 2-4 >999 240 TCDL 10.0 ' Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:53 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-UwiDTJvntEwY98sdHjrfuXkCvM7VgvH UhDirz7yIKAe 4-0-0 4-0-0 Scale= 1:12.4 3x4 = 2x4 II Plate Offsets (X Y)- [2:0-0-0.0-1-61, [2:0-1-13.0-6-11 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a Vim; SOON •+•+Fi} BCLL 0.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 13 lb FT = 20% BCDL 10.0 4018 ` 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads �y (plf) Vert: 1-3=-80, 2-4=-20 ©� +`.+ LUMBER- •.•�� FS '•••••••° j� BRACING - S/OVAL TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=501 /Mechanical, 2=296/0-5-8 Max Horz 2=79(LC 7) Max Uplift 4=-124(LC 10), 2=-100(LC 6) Max Grav 4=517(LC 15), 2=303(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. P� 0 L lC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=1b) 4=124. �'����•�+• F/Gs Vim; SOON •+•+Fi} 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 Ib down and 94 Ib up at Q 3-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ; 0 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). + LOAD CASE(S) Standard 4018 ` 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads �y (plf) Vert: 1-3=-80, 2-4=-20 ©� +`.+ Concentrated Loads (lb) •.•�� FS '•••••••° j� Vert: 4=-336(B) S/OVAL August 22,2016 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 755,& LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 848201636 755A K4 Diagonal Hip Girder 1 1 Plate Grip DOL 1.15 -GR Vert(LL) -0.06 2-6 >977 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:53 2016 Page 1 I D: N Q h2 UC WVJ cwzBggux_AV m Uyl LAq-Uwi DTJvntEwY98sdHj rfuXk6ZM2cgvH Uh D irz7yl KAe i -1-5-0 5-7-2 1-5-0 5-7-2 2x4 11 Scale = 1:13.4 3x4 = 2x4 II 5 Plate Offsets (X Y)-- [2:0-0-0,0-1-71, [2:0-1-14 0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 2-6 >977 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.13 2-6 >457 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.05 2-6 >999 240 Weight: 18 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=313/Mechanical, 2=470/0-7-6 Max Horz 2=76(LC 7) Max Uplift 6=-81 (LC 10), 2=-177(LC 6) Max Grav 6=349(LC 15), 2=489(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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Ol=1b) 2=177. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 44 Ib up at 2-9-8, and 48 Ib down and 34 Ib up 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, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=-117(F=-48, B=-69) O O�Jfi sFl7 0~ QZ 44018 � • •Cr SS�e N AL August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MUM) 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 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 755A CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 848201637 755A GR K5 Roof Special 1 1 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 2-4 >595 240 TCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:54 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGHEmR9PMWdwtSPWZyIKAd 5-6-0 5-6-0 2x4 II Scale = 1:15.3 3x4 = 2x4 II Plate Offsets (X Y)- [2:0-0-0,0-1-61, [2:0-1-13 0-6-11 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 2-4 >595 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a �\� ••• S00 ••� trF V N % Q BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 **** 240 Weight: 17 Ib FT = 20% BCDL 10.0 :• GV Uniform Loads (plf) C> ••• Vert: 1-3=-80, 2-4=-20 Concentrated Loads (lb) ••• ��+ (CS ••••••••' \ �G LUMBER- S�0NA� BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=955/Mechanical, 2=366/0-5-8 Max Horz 2=104(LC 7) Max Uplift 4=-230(LC 10), 2=-109(LC 6) Max Grav 4=986(LC 15), 2=379(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. PO0 LIC Fy 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Q� ��•• ••• 4=230, 2=109. 9) Hanger(s) device(s) be to load(s) 710 Ib down and 184 Ib up at �\� ••• S00 ••� trF V N % Q or other connection shall provided sufficient support concentrated 5-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �' • 0 00 ?' 0. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).• • 0. LOAD CASE(S) Standard • • 4018i 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 :• GV Uniform Loads (plf) C> ••• Vert: 1-3=-80, 2-4=-20 Concentrated Loads (lb) ••• ��+ (CS ••••••••' \ �G Vert: 4=-710(B) S�0NA� August 22,2016 AWARN/NG - 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 MTek® 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 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 846201636 755A GR K6 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:54 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGN8mTwPMWdwtSPWZyIKAd -1-0-0 3-11-11 1-0-0 3-11-11 Scale= 1:12.3 3x4 = 2x4 II a 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 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 131b FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Hoa 2=79(LC 7) Max Uplift 6=-37(LC 10), 2=-97(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. �a�\p�D0 LtCF�s 0 • 0 e. e 2 e �i 44018 • e `,O,�s • e cz rO eee a •• ��(� ONAL August 22,2016 AWARN/NG - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03)1015 BEFORE USE. Design valid for use only with WekO connectors. This design is based onb upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite log Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 755,& �K7 SPACING- 2-0-0 CSI. DEFL. R48201639 755A_GR I/deft Jack -Closed 3 1 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:55 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Qlpzu?x1PrAGOS?OP8t7zypazAgG8pmn8XBy2OylKAc 1-0-0 1-11-11 2x4 3 3x4 = Scale= 1:9.0 Plate Offsets (X Y)-- [2:0-0-0,0-1-61, f2:0-1-13.0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 >999 240 Weight: 8 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=202/0-5-8, 5=74/Mechanical Max Horz 2=46(LC 9) Max Uplift 2=-80(LC 6), 5=-14(LC 10) Max Grav 2=203(LC 15), 5=76(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=140mph (3 -second gust) V(IRC2012)=11 i mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. ,Poo Licfi�s v°; o SOO/V** e fia • O OY/-6 U� 4018 " • d NAL August 22,2016 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` 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 Qvality 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 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201640 755A—GR K8 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:55 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Qlpzu?x1PrAGOS?OP8t7zypbQArs8pmn8XBy2OylKAc 1-11-11 1-11-11 4.00 12 2 2x4 11 3x4 = 1-11-11 � 1-11-11 Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 1 >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 WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=44(LC 7) Max Uplift 4=-21 (LC 10), 1=-13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 1. p,DO+�rc fids c©;'p sooty FO � ; 0 02 4018 c> • • cr OVA�_ August 22,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A411-7473rev. 10/072015 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 Wit 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 755A Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201641 755A GR V1 GABLE 1 1 WB 0.12 Horz(TL) -0.00 12 n/a n/a BCLL 0.0 Code IRC2012lTP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MI l ek Industries, Inc. Mon Aug 22 10:20:56 2016 Page 1 ID:NQh2UcVVVJcwzBggux AVmUylLAq-uUNL6LxgA9170caCyrOMW9MgHa8WFDwNBxVaSyIKAb 14-6-0 14-6-0 3x6 I 2.4 11 11 3x4 ! 21 20 19 18 17 16 15 14 13 12 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 11 4x6 Scale = 1:41.6 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 0.42 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 BCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 12 n/a n/a BCLL 0.0 Code IRC2012lTP12007 Matrix -R Weight: 78 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 OTHERS 2x4 HF Stud REACTIONS. All bearings 14-6-0. (lb) - Max Horz 1=335(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 12, 21, 20, 19, 18, 17, 16, 15, 14,13 Max Grav All reactions 250 Ib or less at joint(s) 1, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-290/78, 2-3=-258/62 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft 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) 12, 21, 20, 19, 18, 17, 16, 15, 14, 13. IND 0 L If CF�s SOON '•• FO r * O 0% 4�4018 F100* NA��_ ' August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not • 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 Heights, CA 95610 Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:00 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-nGdsxi_AENpZU Du_BhTlg? WNuBXUp2j WlpvtDylKAX 3x5 II 4 3x4 % 7 6 53x4 I 2x4 2x4 Scale= 1:36.0 LOADING (pst) Truss Truss Type Qty Ply 755A L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 848201642 Flo A_GR V2 Valley 1 1 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:00 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-nGdsxi_AENpZU Du_BhTlg? WNuBXUp2j WlpvtDylKAX 3x5 II 4 3x4 % 7 6 53x4 I 2x4 2x4 Scale= 1:36.0 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 0.32 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Weight: 42 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 OTHERS 2x4 HF Stud REACTIONS. All bearings 12-6-0. (lb) - Max Horz 1=286(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-115(LC 10), 7=-126(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=486(LC 14), 7=442(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-416/151, 2-7=-335/170 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=115,7=126. �o� Ngo zicF�s 0 44018 o • • G SSS;D N N E� August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 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/TPN Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job SPACING- 2-0-0 Type DEFL. in (loo) I/clef] L/d PLATES GRIP TCLL 30.0 �Qtyp�IY755A755A_GR�T�russ��Truss TC 0.28 Vert(LL) n/a n/a y MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 b Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:00 2016 Page 1 I D: NQh2UcVWJcwzBggux_AVmUylLAq-nGdsxi_AE NpZUDu_BhTlg? WOUBY8p3P WlpvtOylKAX 10-6-0 10-6-0 3x4 11 4 2x4 i 7 6 5 2x4 11 2x4 11 2x4 11 Scale = 1:30.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/clef] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 34 lb 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 OTHERS 2x4 HF Stud REACTIONS. All bearings 10-6-0. (lb)- Max Horz 1=237(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5, 7 except 6=-122(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=485(LC 14), 7=334(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-406/163.2-7=-266/140 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 7 except (jt=1b) 6=122. ��D 0 L I CFys Ca4;', SOON •'n• �O � a• O OY a 4018 -S� �.• �w ONA� August 22,2016 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 MilekO 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, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201644 755A_ GR V4 Valley 1 1 WB 0.09 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:21:01 2016 Page 1 ID:NQh2UcW VJcwzBggux_AVmUylLAq-FSBE92?o?hxQ6NTAl0_XDD3Zgbu2YWsfXTeGGfylKAW 8-6-0 8-6-0 2x4 11 2x4 i 2x4 5 42x4 II Scale = 1:25.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 26 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 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=146/8-6-0,4=14418-6-0,5=483/8-6-0 Max Horz 1=188(LC 7) Max Uplift 4=-38(LC 7), 5=-138(LC 10) Max Grav 1=151(LC 18), 4=181(LC 14), 5=518(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-421/196 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 5=138. ��00 C1Ce tea, o SOpti ••• Fa 0 0 e G. -44018 0 N A k August 22,2016 ® 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 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 Heiahts. CA 95610 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:01 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUyILAq-FSBE92?o?hXQ6NTAIQ XDD3awbuTYWDfXTeGGfyIKAW 6-6-0 6-6-0 2x4 11 5 4 2X4 2x4 11 2.4 11 Scale = 1:19.7 LOADING (psf) Truss Truss Type Qty Ply 755A Flob PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 R48201645 R VS Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:01 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUyILAq-FSBE92?o?hXQ6NTAIQ XDD3awbuTYWDfXTeGGfyIKAW 6-6-0 6-6-0 2x4 11 5 4 2X4 2x4 11 2.4 11 Scale = 1:19.7 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 0.24 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Weight: 19 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud OTHERS 20 HF Stud REACTIONS. (Ib/size) 1=20/6-6-0, 4=157/6-6-0, 5=396/6-6-0 Max Horz 1=140(LC 9) Max Uplift 1=-3(LC 8), 4=-35(LC 7), 5=-113(LC 10) Max Grav 1=54(LC 7), 4=179(LC 14), 5=415(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-336/161 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except Qt=1b) 5=113. o�o¢ND0 LlcF G1 ;'O SOON O 02 o Y4 4018 o • '• C_ 9' � August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not° a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201646 755A_GR V6 Valley 1 1 WB 0.08 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:02 2016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUylLAq-jelcMOOQm?3HkX2MJ6Vm IQcIP?DeHyJpl70go6ylKAV 7-7-8 7-7-8 2x4 11 5 4 2x4 % 2x4 II 2x4 II Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 23 lb 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 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=99/7-7-8,4=153/7-7-8,5=43417-7-8 Max Horz 1=167(LC 7) Max Uplift 4=-37(LC 7), 5=-124(LC 10) Max Grav 1=112(LC 18), 4=183(LC 14), 5=461(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-374/176 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 5=124. ���PQO LlCF�� Soo/ ' 6 0 e I. �: • 4018 • •se i p�F`Ss�O N AL August 22,2016 AWARNING - 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 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 Heiahts. CA 95610 Job Truss Truss�Tpe����QlyPfy75�5A755A_GR DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 W Valle TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 acnl 1n n Code IRC2012/TP12007 Matrix -R erence (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:02 2016 Page 1 ID: NQh2UcVWJcNzBggux_AVmUylLAq-jelcMOOQm?3HkX2MJ6Vm IQcj5?B DHytpl7Ogo6ylKAV 9-7-8 9-7-8 3x4 I I % 5 4 3x5 2x4 11 2x4 Scale = 1:28.5 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 0.34 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 acnl 1n n Code IRC2012/TP12007 Matrix -R Weight: 30 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 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=205/9-7-8,4=i34/9-7-8,5=547/9-7-8 Max Horz 1=216(LC 7) Max Uplift 4=-40(LC 7), 5=-156(LC 10) Max Grav 1=205(LC 1), 4=182(LC 14), 5=585(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-456/193 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 5=156. \'6�,ND 0 C /CF�s vO; •o Soo'vo— `" • �; o 02 G)i 4018 August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/038015 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 �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, DSII -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 Helahts. CA 95610 Job Truss Truss Type Qty Ply 755A L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 R48201648 755A GR V8 Valley 1 1 Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:03 2016 Page 1 I D: NQh2UcVWJcwzBggux_AVmUylLAq-Brl_akl 3X1B8MgdYtpO?le8vhOYPOPgy_m7NKYyIKAU 11-7-8 11-7-8 3x4 11 4 3x4 7 6 8 5 3x4 2x4 11 2x4 11 Scale = 1:33.6 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 0.29 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 39 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 OTHERS 2x4 HF Stud REACTIONS. All bearings 11-7-8. (lb)- Max Horz 1=265(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-120(LC 10), 7=-11 O(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=483(LC 14), 7=385(LC 1) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-407/158, 2-7=-297/152 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=120, 7=110. 00 LICF� SOpti '•. Fo 0 ' 20. G: X44018 J .� eto CNA E� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -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 �Y a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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 Qualify 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 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:03 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-Brl_akl 3X1B8MgdYtpO?le8uHOXJ00wy_m7 NKYylKAU 13-7-8 13-7-8 3x5 11 4 3x5 % 7 6 53x4 II 2x4 2x4 Scale = 1:39.1 LOADING (psf) Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201649 �Job 55A_GR V9 Valley 1 1 WB 0.18 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference_ (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:03 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-Brl_akl 3X1B8MgdYtpO?le8uHOXJ00wy_m7 NKYylKAU 13-7-8 13-7-8 3x5 11 4 3x5 % 7 6 53x4 II 2x4 2x4 Scale = 1:39.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(TL) n/a n/a 999 4) Gable requires continuous bottom chord bearing. TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 47 Ib FT = 20 BCDL 10.0 S°ON ' :spa 02t 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 REACTIONS. All bearings 13-7-8. (lb) - Max Horz 1=313(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-107(LC 10), 7=-151 (LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1 except 5=252(LC 3), 6=472(LC 14), 7=528(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-252/107 WEBS 3-6=-413/139, 2-7=-395/198 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=107,7=151. 90 -ICF S°ON ' :spa 02t 44018 �e /ONAL August 22,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MnekS 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 TypeQty DEFL. in (loc) I/deft L/d Ply 755A Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201650 755A_GR V10 Valley 1 1 WB 0.19 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:57 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-NhxjJhylxSQ_dl9PWYwb2Nuu?_VkcgF4crg37uylKAa 8-3-14 16-7-13 8-3-14 8-3-14 415 = 3.4 9 10 8 117 6 3x4 2x4 II 2x4 3x4 = 2x4 I Scale= 1:45.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 57 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 16-7-13. (lb) - Max Horz 1=-204(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 9=-218(LC 8), 6=-217(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=402(LC 13), 9=536(LC 13), 6=536(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-386/251, 4-6=-386/251 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=1b) 9=218,6=217. �y,ND0 CieF�s '1 SOO/V0.0. a OZ: ;U �i• 4018 0 .w August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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, 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 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 Inlormation 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 755,& Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201651 755A—GR V11 Valley 1 1 WB 0.15 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:57 2016 Page 1 ID:NQh2UcMJcwzBggux_AVmUylLAq-NhxjJhylxSQ_dl9PWywb2NuuV WWchx4crg37uylKAa 7-1-8 14-3-0 i 7-1-8 7-1-8 4x6 = 3x4 ii 8 7 6 3x4 Q 2x4 I I 2x4 2.4 Scale = 1:37.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 47 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 14-3-0. (lb) - Max Horz 1=173(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-182(LC 8), 6=-182(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=309(LC 1), 8=416(LC 13), 6=416(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-334/218, 4-6=-333/218 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=1b) 8=182, 6=182. o�'Po 0 LrcF�s , 4018 -o • • cr- 9o��ss/*......• ���� ONAI.E August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 ray. 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 Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 755,& Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201652 755A_GR V12 Valley 1 1 WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:58 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-rtV6X1 zwimYrFvkb4GRgbaR39NshL9uDgVQcfKylKAZ 5-11-2 11-10-3 5-11-2 5-11-2 4x6 = 3x4 8 7 6 3x4 O 2x4 11 2x4 11 2x4 11 Scale = 1:30.7 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 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 y Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 37 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 11-10-3. (lb) - Max Hoa 1=-142(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=373(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-316/211,4-6=-316/211 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6,Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=1b) 8=165,6=165. y,NDLI Q s°°/v% k<, 0 0 401& -o • •civ August 22,2016 ,& 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 M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not 'p a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, 5uite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201653 755A—GR V13 Valley 1 1 WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 poni innCode IRC2012ITP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:58 2016 Page 1 I D:NQh2UcW VJcwzBggux_AVmUylLAq-rtV6X1 zwimYrFvkb4GRgbaR27NrkL9EDgVQcfKylKAZ I 4-8-11 9-5-6 i 4-8-11 4-8-11 4x8 \\ 3x5 i 4 2x4 II 3x5 �� Scale = 1:26.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 poni innCode IRC2012ITP12007 Matrix -R Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=225/9-5-6, 3=225/9-5-6, 4=415/9-5-6 Max Horz 1=112(LC 7) Max Uplift 1=-33(LC 8), 3=-44(LC 9), 4=-33(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-267/64 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. re�. DO 0 "' esod� - +s�d G) 4018 ��SSjONAL ��G, August 22,2016 ,& 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not ta 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 ��T®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, DSR -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 755A Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201654 755A_GR V14 Valley 1 1 WB 0.04 Horz(TL) 0.00 3 n/a n/a Rrnl 1nnnn Code IRC2012rrPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:59 2016 Page 1 ID:NQh2UcW VJcwzBggux_AVm UylLAq-J33UkN_YT4hit3Jnezy37o_EynCE4d8N399ABnyIKAY 3-6-5 7-0-10 3-6-5 3-6-5 Scale= 1:20.1 4x6 = Y N 4 2X4 // 2X4 II 2X4 \� 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 0.08 Vert(TL) n/a n/a 999 TCDL 10.0BCLL Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a Rrnl 1nnnn Code IRC2012rrPI2007 Matrix -R Weight: 20 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=185/7-0-10, 3=185/7-0-10, 4=254/7-0-10 Max Horz 1=-81(LC 4) Max Uplift 1=-39(LC 8), 3=-47(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. ��NUO CICF�s o .••' soo,y'•. Fo •o 44018 �'o'• . : •' I<w �fisS�ONAL August 22,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 755A TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 848201655 755A GR V15 Valley 1 1 TCDL10.0 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. Mon Aug 22 10:20:59 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-J33UkN_YT4hit3Jnezy37o_G1 nB94dmN399ABnylKAY 2-3-14 4-7-13 2-3-14 2-3-14 2 3x4 = Scale = 1:12.4 2x4 'i 2x4 '� 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) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a 0. Code IRC2012/TPI2007 Matrix -R Weight: 11 Ib FT = 20% BCDL 10.0BCLL LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=192/4-7-13,3=192/4-7-13 Max Horz 1=-50(LC 6) Max Uplift 1=-22(LC 8), 3=-22(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. O��pDO•CI�F e 018 August 22,2016 ® 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 M Tek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 VV w D z D CA i T m N �0 I I O D m 0 p n TT �o Q a C o D O 7 Q, O 0. O — 0 5 7 nfl N _ _ z m z N m�pn0°p ��m�7 ,O6j O s0�3 mg oma m Oo QDgon > DQ°GiO77CD 73QO ° O_� (D -d(:D �H 79 ti' (Q Q Q��HN Z �Q o p p n(Q N o.p Q n c x Q n cp 57 5: m 0 �� (D X �� n (D G Q_ Q 7 m Q 3. 0 cQ 3 -. Q n Q 3 0 ,� �, Q O 7' 'O O a N 3 7 `-�' (D C Q_ N (D Q_ Q O 0 0 Q a 70 Q(QpOQ O p3(Dp 0 O(D gip- O s�Q a QO C p W�:01(DQ T O NOnQQpI 7(Dp� Q O 6� Z Q ��7 3' QnQ �•., 07 (DO(D7(D Z ��o na0 Xu:3 o _Q3 gQQo �oo� 3° �. noQ7- 6(�Q 'o 7 N Nti °00(QF. 0- 0— N_ 0°N.0_°�-. O O Z 7 cl (D Q O° s � W< N (Q (: 0. 7 N o (D (D p W N 5'Q N (onO� 0 (° 7Q _.nQ o op Q v C 7 X O C Q p C 7 7 (D 7 n 7 C 5' Q- C `G (D ti N c c 2 mA N C7 � �_ = A 6 TOP CHORD 'c v 9 3 w ai w;p n O 3.0 O z m CI -8 7 O m 0 m a m N m 6 7 N c N O w N C O ti z U) 7 (n 4-A O N H oar (D N N (D 70 A70 c'i m O S 0 N_ C 00 A A O N G p 01W .. m w N A m Ncn NN D A Ha O n N ((D cc (D (D N m v a D -< V wz-� ( o N N (D °' A N .� m z a • 7 cn O v c n vCL @ N o z 3 N _ R ON (D O 10 CO D Z G1 m = Qu N Ln _. r �, D -• (D ON (O N 7 Q N N m --� m 70 0 7 COp _ O mo On �i N ;'� O N N j y O CD CL 00 z w a 7p ac ° �^ D 7 nVC4-54-1. O ;v < Z (D QN(D W v 7 cn O m 5CD (s (^ (D y (D a 7 TOP CHORD - >o H °� o me N co (� o W �� n Nn �c sc so o`o_'� n �0-m z v3 f� a> Q Z (D 7 7 0 p 7 tD 0 j N° Q -°q N n 3 0- 0 ° ° 0 R N ,O„ Cl w O N o Q< O O OQ N p a C. cam' °gym oo ° o0 7 0 �.n -o o� ff�s �.N ID �� D(O .0m 3 0�a '�� �'` 6 coo Q CD 7 cam_ 7 ° < w =.3 �o I �R (Oa( m oo <_° a -o m mm0 3m D2n Q� -� ^ -� nc° mQ :1 on� ° o� o os �a °�� °m 0=U -xo xm °m° u Amo °� �c.�� ° (D O V, 0� N7 0.7 N o 0� N °� ° m� c � N m a 6.o 10:: y, c3 �-0 :3 0 ❑° na 53 ° mN °-`7 �_� m 33 m6 i3 -0 00 -0- x0 O T �• o m °C ms 3cD 0°0 CD 17D, mm� �� ° a,n3 �o s O (V 'm 0 o a ° ° Dao 00 os °5 o 3 6R a- mm (D �� on S. c = ?.0. c azo —7 -c 0 ° 07 s 7 m m't0 ° 7 (D <O< 7 N o 0 R. 0 (0, N 0 N C ? N 0 C p C 7 0 ° N O N � n ° (D O (° N 7 C y G N C N m o a ° W 3 N 0 0_ N 0 0 3 g °' v c p- D D. n 0°- � 0 �; a; N C 0- CE' o a 0_ �°. ° O F50 m c z ,3 0 00 X00 0 -oo mno �� 3 °�• Qon �0. CD_ �?� �7 �g_a�. o� �i m < �° 0 0 0 3 m ° ° D a ° �' ° 0 8-0 n m m ° f m > o ° � � ��° ° � ° o ° � OC (D� OW N : C Q O =D 0 `°Q- O �N Q!Q ° N �� yQN . V(fl Za aO O0_ N Q 0 0 3 7 o m ° -o ° m o p m °' '<' 7 0 0 > o i �' -°0 7 u t° < 0 0, 3? � 00 7< a �� o� °Q 70 0� �j NQ -00 00 os m C //.•�� 3 n o 0 ,� n o 0 a Q m so 00 3S 00 °.� ° 0 0 o m m m N 7 c H e °_ �, N o O O N' j o- a 0 CD 7 0 J s 0 j C N 0 N N £ 0f o0 m o o m ° 0 �a �p 3 m 3 m ° = m0 (oto -0 �0 7n = 0 0 ° 0 a m °o Q ° 7 ° CD < 3� C1 O 3 ID c0 o s ° 0 3 �� m� a CD2 L o m o m o_D 0 0_0 3 m1 O 3 l r O a- �F• m N SAlheat Ridge Community Development WheatIZ�idge Building Plan Review Plan Information Project Address: 5215 Pierson Court Plan Check: 201700371Date: 5/21/17 —1� Check Date: 2012 International Building Code with Wheat Ridge Amendments Provide Building Code data on plans: 2012 International 2012 International Residential Code with Wheat Ridge Amendments At 2012 International Plumbing Code with Wheat Ridge Amendments 2012 International Mechanical Code with Wheat Ridge Amendments NEC, City of Wheat Ridge Local amendments 2014 National Electrical Code with Wheat Ridge Amendments 2012 International Fuel Gas Code with Wheat Ridge Amendments Applicable Codes 2012 International Energy Conservation Code with Wheat Ridge following: livable area, unfinished basement, Amendments 2012 International Fire Code with Wheat Ridge Amendments G3 2012 International Property Maintenance Code with Wheat Ridge Provide sheet index. Amendments 2015 NFPA 99 Standards for Health Care Facilities G4 1997 Uniform Code for the Abatement of Dangerous Buildings Design Criteria Frost Level: 36" Below Grade Snow Load: 30 Lbs Per Sq Ft, 30 Lbs Drift I Wind Load: 105 MPH W 3 Sec Gust Ex osure: C Seismic Zone: B Building Code Summary I Occupancy Classification: 113 1 Sprinkled/Non-Sprinklered: NS I Type of Construction: VB Contact Information Structural Engineer: Gerard MeiserPhone: 303 940-0996 Email: office@geistructural.com Contractor: Remington Homes I Phone: 303 420-2899 Email: msparks@)remimgtonhomes.com Review Comments General Item Number Sheet Number Description Provide Building Code data on plans: 2012 International G1 At Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge Local amendments Provide a square footage summary for each of the G2 Al following: livable area, unfinished basement, garages, patio, and covered porch. R106) G3 Al Provide sheet index. All structural sheets, prior to permit issuance, shall be G4 Please be aware that: stamped and signed by the engineer. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not G5 Please be aware that: be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. �oI W heat klgc Wheat Ridge Community Development Building Plan Review Architectural Item Number Sheet Number It is the responsibility of the architect to install corrected G6 Please be aware that: sheets in the plans. The old sheets must stay with the Al A-1 building department for comparison. G7 Please be aware that: Prior to CO or final, the GC shall provide as built in PDF. Approved: Yes No Architectural Item Number Sheet Number Description E1 E-1 Clarify if bathroom is to be installed in basement. Al A-1 Provide keynote if just for rough in plumbing only. Approved: Yes No Approved numbers or address shall be provided in such Approved: Yes No a position as to be plainly visible and legible from the A2 A-4 street or road fronting the property. Address to be a min. of 4" in height. (R319.1. Note on sheet. Please provide window and door schedule A3 A-2 Approved: Yes No Enerl?v Item Number Sheet Number Description E1 E-1 Submit for review a project specific completed ResCheck ENI A-1 or Energy Compliance Report from an energy rating Approved: Yes No company. Approved: Yes No Electrical Item Number Sheet Number Description E1 E-1 Provide and show CO detector on main level electrical plan. E2 A-1 Provide and show smoke detector in basement. (R314.3) Approved: Yes No Plum Item Number P1 I Sheet Number I Description Wheat Ridge �or Community Development Wheat Fi,cLgc Building Plan Review Structural Item Number Sheet Number On sheet A-2, please show double clean out for the P1 A-2 exterior of the home. S1 S 1 On sheet A-2 please show back flow preventer with third P2 A -L party inspection. Show water closets on waste plumbing isometric and P3 A-2 fixture schedule. Approved: Yes No Structural Item Number Sheet Number Description Submit design calculations for steel beams at main and S1 S 1 upper floors. Note: (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than S3 S-1 6" shall be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). S4 S-1 Specify slab reinforcement in basement floor S5 F-2 Sheet in named incorrectly. Sheets F2 and F-3 are named the same in the title block. Provide statement of required special inspections and S6 S-2 structural observations. (IBC 1701) Approved: Yes No If you have any questions or need assistance please contact me at 720.404.4538 or email me at randyslusser@caaprofessionals.com Thank You Randy Slusser No m w � LI 0 N O OO < F- z tO tO O � y Z ��~ c O m O CL�m HLi W N z O O_ w w ~ rn N w H U Q I 0pU J Q JQ]> 10 U I �JQ I m> I I I =11 p O w F p O << >1 z Q m o O 0 N O I L I G� J < ZOo ow O F W< U F a Z 18 p a Q N O 1 — O m J W ?� (n O K N d l-- (n p vrmn ,OS Z M„1��,�t:68S a N w <o �X < 0 fi �W O Gb O 30�83n ,S N y°1° — —�—� —r--- — %Z w aZ � aw �v~� a- LLJ Ld bi o � zo w U rn oO w a T 10 I /�0,0 Z� - Q . 3 w > w ]a �+ Z 0 c.i oS o d `� GZ I O , n h�• 'n r7 I > `°I I U-) i a o' X X I a of d I m d w In m w F ¢ w w w r Ln cY a m m Z�~ �saj-��X6p ---�1> �� ¢Q rn� I >a m 0 .� O Ul I O p ' ,0'LZ I N N ° U I ov I n v~ N X I co I Z> = ° 3 U) vw x o o _ �� -yz (O O — o I I Ld KF O .0 i2 ,0 � � W In O O I u I I SI. 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O 2A o coir v in -0 m® O �����yi 0 ��•,,� N W a $ � oo n .•`�� W o�� D C0 cn z SF ECB LOC voiv oz v� D ter'• tV •�� �m 0 E/) oZ m _ 7� N W� O°�r� r D FINAL INITIAL m 7 INITIAL omo ru in >> O iii iV o_. - .Roil � I INTERIM I < oD r I I I D CO p �o m< D> : • • l•• ,� I yr I >O� not > < � -' ; If •�'LC ••S L+ I C) O O� I D _ O N ��j ��}/••••O, ftl �'I� cow Z X � N u I I I o � z QUAD STREET �Q p D g PIERSON COURT I I i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: Time Re -Inspection required: Yes /Q90 When corrections have been made, call for re-in Date:—,-'/ Inspector: AM/PM at 303-234-5933 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: PU Job Address: / `� ) �l` G1• L/ Permit Number: L0/ i C%_ `;2 r' ❑ 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 r _ Date: Inspector: ' DO NOT REMOVE THIS NOTICE .�Ir - t. ❑ 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 r _ Date: Inspector: ' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 1ais1) Inspection Type: Job Address: Permit Number: INSPECTION NOTICE S�21S� i.t.s�•v t j ❑ No one available for inspection: Time l/ /' / AM/PM I ON Re -Inspection required,` Yes When corrections have beCn made, call for re-inspp'Qc�t n at 303 234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i, CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M) D Job Address: '5211 P10/7 �0/\j ( T` Permit Number: zo I—) oQ3-i 1 ❑ No one available for inspection:, Time _ AM/PM Re -Inspection required: Yes i N When corrections have been made, call for re -inspection at 303-234-5933 � Date: b7' -% � Inspector:. DO NOT REMOVE THIS NOTICE a i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: S Job Address: S �� �,` e 4 so 0 Cr Permit Number: 3 O / 7 G C.) "3 i T J 0 0 Sl7 f -A ❑ 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: �Q - 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: 1 Job Address: Permit Number: D f i p A 7 f f ❑ No one available for inspection: Time �d AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: - r�< y f Inspector: 1° DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FD V ry ��A¢ ,/ c,--� Job Address: S_ Permit Number: Z % VOJ 5 No one available for inspection: -Time I ° w AM/PM Re -Inspection required: Yes o *When corrections have been made, call for r spaction at 303-234-5933 fv� i Date:- ! Inspector: DO NOT REMOVE T/S' NOTICE CITY OF WHEAT RIDGE f Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: FM /Z_ Job Address: 5_2_1S_ Permit Number: '2'0/"7 003'7 l Re -Inspection required: Yes No �' f *When corrections have been made, call for reinspection at 303-234-5933 -6-6r�. , Date: j Inspector: .0// ip v V DO NOT REMOVE THIS NOTICE Memorandum TO: Accounting Department FROM: Melissa Mackey, Building Division� SUBJECT: Refund for Permit DATE: December 16th, 2016 Reason.- The plans were returned and the application voided due to SIA a public improvements not being done prior to application submittal per SIA agreement for 5215 Pierson Ct., Plan #201601670 1 Please refund- Contractors License$ ( 11M TO: Remington Homes 5740 Olde Wadsworth Blvd., Unit A Arvada, CO 80002 k C' bt'\'c)e ')A City of Wh6at *dic ,_g DEWLOPMYNT City of Wheat Ridge Municipal Building 7500 W 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 Remington Homes Attn: Matt Cavanaugh 435 Ennisbrook Dr. .It To who it may concern: On November 30"', 2016, an email exchange between yourself andDave Brossman was received by our office. After discussion at our meeting on Wednesday, December 150, 2016, it was recommended by the Cormiumity Development Director that the plans be returned to your firm and the applications be voided for 5215 Pierson Ct., Plan #201601670, and 5236 Pierson Ct., Plan #201601671. The plans can be picked up in our office Monday thru Friday, 7:00 AM to 5:00 PK We understand that this is an inconvenience, but the SIA is clear in the terms that are required prior to pennit issuance, approved by City Council. The address our office has on file for your firm is the one listed above. If you'd like to send us a local address by the close of business day today, we will add that to the request to have the check mailed too. Otherwise, the request will be sent on the morning of 12/16/2016. W-IT4 LTAUPICLut- 1AIMI 1111SQUNZSIVII WWI Luc rj MFUMIT rullu wvlKb site nispet;tol-S, Lucy 'toll t tVV11CVC accomplished until Spring of 2017, Our office is requesting that plans not he submitted until such time that the above has been completed. Staff has been notified not to accept an application for this property until the above has been completed. We apologize for any inconvenience, but look forward to working with you in the future. mm Melissa Mackey Senior Permit Technician 7500 W. 29th Avenue Wheat, Ridge, Colorado 80033 Office Phone: 303-235-2855 Fax: 303-237-8929 Aww.ci-wheatrid e.co.us www.d.wheatridge.co.us Melissa Macke From: Dave Brossman Sent Wednesday, November 3Q 2016 3:26 PM TO. Matt Cavanaugh Cc. Russ Higgins, Kathy Field; Sarah Evenson; Meredith Reckert; Michael Arellano; Melissa Mackey, Kimberly Cook Subject: Re: Quail Ridge Matt - After discup,�,s:tllr-l&*glnrl�--44mwll;lv The SIA was approved by City Council and will not be modified. Therefore, all terms of the SIA remain in force and NO Building Permits will be issued until such time as the public improvements have been completed and accepted. This means everything except the top lift of asphalt D. p"ll 11111ir M Matt Cavanaugh Remington Homes Arvada, CO 80002 30 4633 m3m From: Dave Brossman[mLilt-o—.db—rQa5-man -@s-i,—wh—eAt—ri-dae-.-c-o-.-u5j Sent: Wednesday, November 30, 2016 1:39 PM To: Matt Cavanaugh Cc: Russ Higgins; Kathy Field Subject: RE: Quail Ridge I listened to your voice message. I will be discussing this matter with the directors of both public works and community development in about an hour. David F. Brossman, PLS Phone & Fax: 303,235.2864 From: Matt Cavanaugh Sent: Monday, November 28, 2016 6:51 PM To: Dave Brossman I m7&IM, Subject.* Quadlkidge' Dave, Thanks for taking the time to meet today. Per our discussion we would like to peruse amending the S between Remington Homes and the City of Wheat Ridge for the Quail Ridge Project. We hoped we would not be in this situation however for us to be successful in this project we are left with very few practical options. We understand that this falls outside your normal practice however we are aligned with identical situations. We hope that the City will be practice in its approach of our situation and please consider the following: .F6.1ct, "ITM I Ig ermit Tor Tne ront Fierson Court Remington installs a temporary asphalt section along 53rd Ave, Person Court, and Ridge Rd to vrovide a&,? 11-wil"i"i i1i "'11"Wii• design. Should be noted that this temporary all-weather surface was conceptually discussed with Russel Higgins today as you know. The attachment show the limits of the temporary all- weather surface for reference and your internal discussion, Remin oj�!! MIMI M, Thanks again for your help with this matter and I'm available anytime this week to meet and discuss in _iL,#LtP_O J1L1dLL*Fb 417 MT It 1111717F In oroer To accurnpilsti paving on ruonaay. it we can receive a verbal blessing by Thursday we trust that we can complete amended SIA in the weeks to follow Em Matt Cavanaugh Remington Homes 5740 Olde Wadsworth Blvd, Unit A Arvada, CO 80002 301472.4633 # #R • CE USE ONLY, Awn 100� * ♦ �# R Mo**OAoi� Address: 0 R Ra* e. epi:- a Plumbing. chanical. 5M h{� L MR. City se # { W.R. City License ' Other City Licensed Sub; City License ## 7V - Complete all information for tion cin BOTH sides of this for rr1♦ _m � d L ♦ r � w . � * w w P ♦ t 14 1X1 1 i t .t1 • 6 ?.,N . • 4r d M. Y d • d #Mr.. �.. # � a i Ing Asp W • c 4 � d F M • ! M1 • d • # iYR • i ^ ,.. I t � im .. � r a e = .. . • • � � 1� � t ��e' �w�WdM�e r t : � � � t ,�,'�`v�� ��1t1 �i��r� Y����� +� ��.�^ e t ,j� tit t���t �t .st �� �+: t ��;,.�� v! �• X 3' y ik. w #" .$t 't t �. e r �,� ft • r «a rb t����l I�� ���1�11 � hiX� +� � i� • t P s t i� F"44ne full responsibilityor compliance •• � •« P E • •` � � i � a« � � r:,watl't °gt ts� •� i.�a i n x . � authorized �p���� i� ��� ifip}■}l ,Y i�so . # M Ikthel 5r.ia owner of X61, 7 Of (CONTJUCTOR) IkA It 1, c Fire Diiia rtrnent U Received U foot Retintred Water District 0 Received Not Reqwred Sanitation District 0 Received 0 Not ReqWred Building Division Valuation: 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