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Home My WebLink About3385 Quail CourtCITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:' C... Job Address:``*' =) Permit Number: ❑ No one available for inspection: Ti AM/PM Re -Inspection required: Yesr No When corrections have been made,c ule for re -ins ection online at: http✓/www.ci.wheatridge.co.uslinspe� tion ._ 1* ► � i City of Wheat Ridge '/� Residential Solar PERMIT - 202000921 PERMIT NO: 202000921 ISSUED: 06/08/2020 JOB ADDRESS: 3385 Quail Ct EXPIRES: 06/08/2021 JOB DESCRIPTION: Install 8.76kW Rooftop, Flush Mounted, Utility Interconnected, PV System, 24 panels on house roof; structural required *** CONTACTS *** OWNER (3 0 3) 521-4812 Z INN DANIEL SUB (720)432-6411 JAKE DIRE 150232 E COMARK SALES, INC SUB (720)432-6411 JAKE DIRE 150232 E COMARK SALES, INC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 30,000.00 FEES Total Valuation 0.00 Residential Solar 500.00 ** TOTAL ** 500.00 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. I by m si nature do hereby attest that the work to, be performed shall comply with all accompanyin approved plans and specificationsapplicale uilding codes, and all applicable munical codes, policies and procedures, and that I am t e legal owner or have been authorized by the legal owner of the property and am authorize to obtain this ermit and perform the work described and approved in conjunction with this ermit. I further attest that I am le ally authorized to include al entities named within this document as parties to the work to be per ormed and that all work to be per ormed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the 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 any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired 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, anviolation 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. From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Solar PV Installation Date: Tuesday, May 19, 2020 1:13:19 PM Solar PV Installation This application is exclusively for Solar PV Installations YOU MUST ATTACH A VALID ELECTRONIC PAYMENT ORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. Is this application for Yes Solar PV Installation? PROPERTY INFORMATION Property Address 3385 Quail Ct Property Owner Name Daniel Zinn Property Owner Phone 303-521-4812 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" danzinn@mac.com Payment Form.Ddf CONTRACTOR INFORMATION Contractor Business Name Wheat Ridge Contractor's License Number (This is a 5 or 6 digit number for the EcoMark Sales Inc 150232 City of Wheat Ridge) Contractor Phone 3035159836 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email Taylor.cordone@ecomarksolar.com Address Retype Contractor Taylor.cordone@ecomarksolar.com Email Address DESCRIPTION OF WORK Scope of Work 8.76MN Rooftop, Flush Mounted, Utility Interconnected, PV System KW 8.76 # of Panels 24 Location of Panels House roof Structural required Yes Upload engineer letter EnaineerZinn.odf or pages on 8 1/2" x 11" only Solar Installation Plan Zinn. Daniel - 1047200 - REV -A- 1-25-2020.odf Set on 11'x17" only. Project Value (contract 30000.00 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for David T cordone Permit I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. g� Damn Structural Engineering, LLC i*QM CI S P.OBox 6986 c 96861]0.55 - Broomfield C080021 -XNGJ p122R J NG R]1C Domussructuralggymadcom Ryan Atwell P E rmrea engineer Zinn Residence Maki Ritlge, CO zlsm 1 Denver ED A0239 Abject Cernificaton Water Zinn Residence BEAR Stan Ct Wheat Ridge, ED At fic grand It May pandern, A rebate ubsernatian up the candithan up the Miging fm mine system was performed bad n audit tes in up earned ocia ras a request drum DumusStructum I Engineering All Aruba is based an these umsexammy and the began come lived berms, a be mile deemed as lid if purvided indicated a true a be accurate On the added referenced pi the minstructural fm mine has been reviewed fur I on the at¢ da �mNnppd�Iue the Adler PE a batch I the up The structure I rMim a�b+ppuuan the abroad d mznmd thund mena seemed upran,ing a ddescribeddescribeddeaw. o nee parody dmeo=anranat an rcymgmatpnanaunmgeldse.an The That structure at iMr1l aisesutile an and por ad that Asuppnnm Mpremananmae rrassthat are spaced at 0 24 a c The the churns somed at 27 degrees, are day teachers, the bricarturn Thinks a A ZE4 century and the web members are An capture The trues metric a a mnnmm detail Invest pats The m3s unvuppi anointed mnmnannp main span is search a The Miging up firanningavenern ar lM pA Is fudged on be a eepwa on withaa ne the wdmd unpaved by the thvaiouan up the r panels M nummusament A nereards IS Where it is required furganduffs, install vertical AS combine between absence finds Attach bui andent trusses with Sudden A34 clips at each end See attached detail firditherapedificammy The argument the smarstanduffs should be kept at 72 a T fur landscape a be 4A a T fur mitint unientamm, with a associate pattern on ensure number muchricuton at luaus The ange up this repurt I limited on an and Rated up the fastener attachment, underlying fm mine and wily The attachment 5 on the Miging structure a re required on be in a gaingerad pattern on ensure number speckedsuit muchricuton up heard All pa nely mcking and hardware shall be Installed per me nutactureraperificathring a be within qy design hurchamms All fratedminfing shall be amended bythe manufacturer Study Structural [rs a reammeafty fur muma Tor member insta Than up the Acer Ed me nels Tor rackin, +mnI requiredstructure Nute ic check is wat since I onCadbury [ LICFb r MPp00 Speed Srt plP1 M. q)WP'SPD • Applude bid Edge 2012 ie Eld,u[[rao • fear Dead Lead d par MPEE 20 par 0 5 10 • Wind Speed—mpe Net. �a a. o t. 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Digitally signed by Ryan Ryan AtvelI Atwell °; 50°200123 Domus Structural Engineering, L 1210 Birch Street Broomfield, CO 80020 (303) 466- 3014 Domusstructural@gmail.com Date: BLK1 i� DQMPIS aWRod Remus Structural Engineering, LLC PO.Box 6986 S- Wool of PV SyMem(Per Stage Solar) 3ApA Broomfield CO 80021 T R U C T U R A L Y CAndoll Spacing= 2]6X 90.861]055 NC TNCRNa Non APC 33 lb Demussructual@g me it com on loading Grwiry Loading pe=Ground Snow load PC Let p=OC,GIpe (ACCP-E]-1) C, - Exposure Factor= 1 (ACCP -racers) G=Thermal Factor= 1 (ACCP-Tabe7C) =1mpoRanceFactor= 1 p=FM Rmr Snow load too ApA Ps CA (ASCE-E]-2) Cs=Slope Factor= 1 A stuped Pml Auv Wady 500151 ad Dead Wad v l W (For SomaA Mao DL Common to 27 Agree Slope aWRod ad System NRight 1000 Wool of PV SyMem(Per Stage Solar) 3ApA X CAndoll Spacing= 400X Y CAndoll Spacing= 2]6X 6hnNn TAbNary, Sea= 1100A Prior Wada N Startltlls 33 lb None: PV Genders are gaggerecto ensure proper distnbulon on loading xm1 ua Wad -x0 W None Ad lies load is removed in areas covered by PV army RalDead Wad gain) — Tile 1000 PoN Plywood 200 2MTop Chords ®24"oc 07a Vauned Cellan 000 (Ceiling NA Vauned) Miscellaneous 027 Ttla1 Ral DLDWD 110151 DL Common to 27 Agree Slope 146Rod Zinn Residence, Wheat Ridge, CO Sent 1 oomus Structural Engineering, LLC DOM CIS PO Box 6986 i} T R U C T U R A L Broomfield CO 80021 5308647055 NG I N E E R P N or is I1C Oomusstructual@gmail. corn Wind calculation_ Per ASCE ]-10 Components and Cladding Input Varl mind speed a> Exposure E Cnn PoolShape Hp/Oable PoolSlope 27tlegreex Wan Pool lkigbt 20 ft Etkpiw WndNea 193N Design Wind Pressure GlalAuns Wind Pressure P vyM6'Ln ph- 696256• NY Sat Nd• Vi' IN303-11 K, Exposure Coercioem1=09 ttable30-11 Ka topographic fauna= 1 169.26811 ad Mind Vire.Lonaldy Factor) =695 (Table 26611) V (Design Wind Speed) -135 mph 169.268141 Risk category =ll Take 1d111 9h= 3599 0Rado-2142 3andofl OplM GlalAuns Porti Zone 1 Zone 2 Zone N ftso 00p- L94 -139 -213 636 169 36111 lblm Fssmre=-1395ago -29.77ps 47 71 134per XRanaon Spring= 866 496 291 YSSandofl Spring= 215 215 215 in9ufaryRaa= 1196 1106 133 hoping OpIR= -07111 327 111 dm lL 30ndoN OpIR Cambotonelanderape Zone 1 Zone 2 Zone N ftso 00p- L94 -139 -213 636 169 36111 1plfaRescue =-1795ago -29.IIps -01I1per 100per 1shimuml XRandoM Spring= 696 696 406 YSSandofl Spring= 175 175 175 Tric - 1050 1050 100 routing upiR -Ba ib 3 1 ib aLle senoras up 3RMMM n0es9n uammn rplm=- m Wool Opsin capacity = 456 m 456mmpacity>350 to demand mispro N reasoner capariyc ad C 1 rna R - ae4"71G Nnmberol Fasteners -2 Embadmam ranch= 25 wlmw caneay Per Inch = 256 m PaeanarCapacity- 1256 m uWFP.n115 & 0odof 1 133416 13344m renaan356 m aememan=a memoa,os Zinn Residence Wheat Ridge, CO. Sam City of 202000939 Wheat idge / 7 7 ♦ COMMUNITY DEVELOPMENT DAN ZINN • i- APPROVED NEW FLUSH MOUNT Ecom�rk a - Reviewed for Code Comptiance SoLa - PHOTOVOLTAIC SYSTEM Z 528.20120 o CONTRACTOR Plans Examiner Date 8,76 kW DC S'I'C N w ECOMARK SOLAR ` valb afnnn:rn.,,„p„°fpvermnp,omrowrojpan,..px�°en,. Z y `o PHONE:720-432-6411 anG mmpvtotrov ih°Nm[Oe°pnmitfor,ppn opgpdor.°,�„°l��,m 3385 QUAIL CT 1 e. .�'•• ..r any p(Me wo„sbru AMe drvFNn9 rotlew%°ry CHy vdinmKa. Rermkr J m V n �a pm—Ag w 0” 0~1y 0 wW°6e w mxel the prwu6Ms of ft"p LICZE 244928 a v Iota p•. aapnapa.w•.�xPe�Ha��e WHEAT RIDGE, CO 80033 W W SEI WITHOUT TOF ENHISMAW NG SET WITHOUT WRITTEN PERMISSION U) FROM CONTRIGHT TOR LAWS AND WILL OF (pE U.S. COPYRIGHT LAWS AND WILL HE JOB# : 1047200 w c SHH2ECTPTHOOCIDDHMDAGESAND Z O m N SCOPE OF WORK PROJECT SUMMARY: : - Z ECOMARK CONSTRUCTION IS RESPONSIBLE FOR THE DESIGN AND SPECIFICATIONS SYSTEM SIZE: kW DC STC C 60 PV WATTS : 133,,55 44 AC kWh/YEAR O H O O o OF THE GRID -TIED PHOTOVOLTAIC SYSTEM RETROFIT. ECOMARK CONSTRUCTION � � O � ZU � WILL BE RESPONSIBLE FOR COLLECTING EXISTING ONSITE REQUIREMENTS TO PRODUCTION OFFSET: 106.78°/% x .. U �-7 DESIGN, SPECIFY, AND INSTALL THE EXTERIOR ROOF MOUNTED PORTION OF THE MODULE: 24 REC REC 365 AA N Q INVERTER: 1 SOLAREDGE 7600H Z '4 a Q x PHOTOVOLTAIC SYSTEMS DETAILED IN THE IS DOCUMENT. O -1 STRING OF 12 MODULES PROJECT MANAGER: CONTRACTOR: PROPERTY OWNER:-1STRINGOF 12 MODULES44 O NAME : JASON WHEELER NAME : ECOMARK CONSTRUCTION NAME : DAN ZINN MP 1: 8.76 kW 13,544 kWh O PHONE : (303) 667-2538 PHONE: (720) 432-6411 PHONE: (303) 521-4812 TILT: 270 440 SgFt a AZIMUTH : 171 ° WORK INCLUDES : SHEET LIST : EXPOSURE %: 97.00% PV ROOF ATTACHMENTS C-1 COVER PAGE RACKING :IRONRIDGE XR100 ENGINEER OF RECORD PV RACKING AND SYSTEM INSTALLATION N-1 NOTES ROOF SNOW LOAD : 30.0 PSF PV MODULE AND INVERTER INSTALLATION PV -1 MODULE LAYOUT WIND LOAD: 135 MPH CLASS: C PV EQUIPMENT GROUNDING PV -2 MODULELAYOUT SERVICE AMPERAGE: 200ABUSS / 200AMAIN PV SYSTEM WIRING TO ROOF MOUNTED JUNCTION BOX PV -3 MODULE LAYOUT INTERCONNECTION :BACKFEED INTERCONNECTION PV LOAD CENTERS (IF INCLUDED) E-1 ELECTRICAL LAYOUT (40 A CIRCUIT BREAKER) PV METERING/MONITORING (IF INCLUDED) E-2 ELECTRICAL CALCULATIONS ROOF :CONCRETE TILE PV DISCONNECTS D-1 DETAILS FRAMING: 2X4 WOOD PV GROUNDING ELECTRODE AND BONDING TO (E) GEC PV WATTS -1 PV WATTS REPORT FIRE SET BACKS :Y FROM RIDGE, YON SIDES, 18" FROM COVER PAGE PV FINAL COMMISSIONING VALLEYS W/ ADJ. PANELS (E) ELECTRICAL EQUIPMENT RETROFIT FOR PV INSTALLER: ECOMARK CONSTRUCTION (SHEET I OF 9) SIGNAGE PLACE IN ACCORDANCE LOCAL BUILDING CODE UTILITY :XCEL DATE: 01252o AM: WHEAT RIDGE DESIGNED HY: P.E./S.K. APPLICABLE CODES & STANDARDS : AUTHORITIES HAVING JURISDICTION : OCCUPANCY :II PROJECT ELECTRICIAN: NLP. NEC: 2017 BUILDING: WHEAT RIDGE CONSTRUCTION: SINGLE FAMILY CHECKED HY: S.W. IBC: 2012 ZONING: WHEAT RIDGE ZONING: RESIDENTIAL Approval Notes: Revision IRC : 2012 UTILITY : XCEL 1) PN array system to have grounding system installed per Part III of A IFC : 2012 INSTALLER : ECOMARK CONSTRUCTION Article 250 per 2017 NEC Article 690.47(A). 2) If UFER ground in not available provide or verify supplemental ground rods per 2017 NEC Article 250.53(A)(3). C-1 3) Natural Gas S Cold Water bonding per 2017 NEC Article 250.704(8) PROJECT NOTES: THIS PHOTOVOLTAIC (PV) SYSTEM SHALL COMPLY WITH THE NATIONAL ELECTRIC CODE ( NEC) ARTICLE, ALL MANUFACTURES'S LISTING AND INSTALLATION INSTRUCTIONS, AND THE RELEVANT CODES AS SPECIFIED BY THE AUTHORITY HAVING JURISDICTION'S (AHJ) APPLICABLE CODES. THE UTILITY INTERCONNECTION APPLICATION MUST BE APPROVED AND PV SYSTEM INSPECTED PRIOR TO PARALLEL OPERATION. ALL PV SYSTEM COMPONENTS; MODULES, UTILITY -INTERACTIVE METERS, AND SOURCE CIRCUIT COMBINER BOXES ARE IDENTIFIED AND LISTED FOR USE IN PHOTOVOLTAIC SYSTEMS AS REQUIRED BY NEC 690.4 & NEC 690.60: PV MODULES: UL 1703, IEC 61730, AND IEC 61215, AND NFPA 70 CLASS C FIRE INVERTERS: UL 1741 CERTIFIED, IEEE 1547, 929, 519 COMBINER BOX(ES): UL 1703 OR UL 1741 ACCESSORY NEC690.35 REFERS SPECIFICALLY TO "UNGROUNDED" PV SYSTEMS. ALSO DESIGNATED AS "TRANSFROMERLESS" BY INVERTER MANUFACTURES AND "NON -ISOLATED" BY UNDERWRITERS LABORATORY. AS SPECIFIED BY THE AHJ, EQUIPMENT USED IN UNGROUNDED SYSTEMS LABELED ACCORDING TO NEC 690.41(A)(4). MAX DC VOLTAGE CALCULATED USING MANUFACTURER PROVIDED TEMP COEFFICIENT FOR VOC. IF UNAVAILABLE, MAX DC VOLTAGE CALCULATED ACCORDING TO NEC 690.7. ALL INVERTERS, PHOTOVOLTAIC MODULES, PHOTOVOLTAIC POWER SOURCE CIRCUIT COMBINERS INTENDED FOR USE IN A PHOTOVOLTAIC POWER SYSTEM WILL BE IDENTIFIED AND LISTED FOR THE APPLICATION PER 690. (1)(B) SHALL BE INSTALLED ACCORDING TO ANY INSTRUCTIONS FROM LISTING OR LABELING [NEC 110.3]. ALL SIGNAGE TO BE PLACED IN ACCORDANCE WITH LOCAL BUILDING CODE. IF EXPOSED TO SUNLIGHT, IT SHALL BE UV RESISTANT. ALL PLAQUES AND SIGNAGE WILL BE INSTALLED AS REQUIRED BY THE NEC AND AHJ. SITE NOTES: A LADDER WILL BE IN PLACE FOR INSPECTION IN COMPLIANCE WITH OSHA REGULATIONS. THE PV MODULES ARE CONSIDERED NON-COMBUSTIBLE AND THIS SYSTEM IS A UTILITY INTERACTIVE SYSTEM WITH NO STORAGE BATTERIES. THE SOLAR PV INSTALLATION WILL NOT OBSTRUCT ANY PLUMBING, MECHANICAL, OR BUILDING ROOF VENTS. PROPER ACCESS AND WORKING CLEARANCE AROUND EXISTING AND PROPOSED ELECTRICAL EQUIPMENT WILL BE PROVIDED AS PER SECTION NEC 110.26. ROOF COVERINGS SHALL BE DESIGNED, INSTALLED, AND MAINTAINED IN ACCORDANCE WITH THIS CODE AND THE APPROVED MANUFACTURER'S SUCH THAT THE ROOF COVERING SERVERS TO PROTECT THE BUILDING OR STRUCTURE. EQUIPMENT LOCATIONS: ALL EQUIPMENT SHALL MEET THE MINIMUM SETBACKS AS REQUIRED BY NEC 110.26 WIRING SYSTEMS INSTALLED IN DIRECT SUNLIGHT MUST BE RATED FOR EXPECTED OPERATING TEMPERATURES AS SPECIFIED BY NEC 690.3 1 (A),(C) AND NEC TABLES 310.15(B)(2) AND 310.15(B)(3)(C). JUNCTION AND PULL BOXES PERMITTED INSTALLED UNDER PV MODULES ACCORDING TO NEC 690.34. ADDITIONAL AC DISCONNECT(S) SHALL BE PROVIDED WHERE THE INVERTER IS NOT WITHIN SIGHT OF THE AC SERVICING DISCONNECT. ALL EQUIPMENT SHALL BE INSTALLED ACCESSIBLE TO QUALIFIED PERSONNEL ACCORDING TO NEC APPLICABLE CODES. ALL COMPONENTS ARE LISTED FOR THE PURPOSE AND RATED FOR OUTDOOR USAGE WHEN APPROPRIATE. STRUCTURAL NOTES: RACKING SYSTEM & PV ARRAY WILL BE INSTALLED ACCORDING TO CODE -COMPLIANT INSTALLATION MANUAL,. TOP CLAMPS REQUIRE A DESIGNATED SPACE BETWEEN MODULES, AND RAILS MUST ALSO EXTEND A MINIMUM DISTANCE BEYOND EITHER EDGE OF THE ARRAY/SUBARRRAY, ACCORDING TO RAIL MANUFACTURER'S INSTRUCTIONS. JUNCTION BOX WILL INSTALLED PER MANUFACTURER'S SPECIFICATIONS. IF ROOF -PENETRATING TYPE, IT SHALL BE FLASHED & SEALED PER LOCAL REQUIREMENTS. ROOFTOP PENETRATIONS FOR PV RACEWAY WILL BE COMPLETED & SEALED W/ APPROVED CHEMICAL SEALANT PER CODE BY A LICENSED CONTRACTOR. ALL PV RELATED ROOF ATTACHMENTS TO BE SPACED NO GREATER THAN THE SPAN DISTANCE SPECIFIED BY THE RACKING MANUFACTURER. WHEN POSSIBLE, ALL PV RELATED RACKING ATTACHMENTS WILL BE STAGGERED AMONGST THE ROOF FRAMING MEMBERS. GROUNDING NOTES: GROUNDING SYSTEM COMPONENTS SHALL BE LISTED FOR THEIR PURPOSE, AND GROUNDING DEVISES EXPOSED TO THE ELEMENTS SHALL BE RATED FOR SUCH USE. AS IN CONVENTIONAL PV SYSTEMS, UNGROUNDED PV SYSTEMS REQUIRE AN EQUIPMENT GROUNDING CONDUCTOR. ALL METAL ELECTRICAL EQUIPMENT AND STRUCTURAL COMPONENTS BONDED TO GROUNDED, IN ACCORDANCE WITH 690.43(A)(B)(C) AND 250.134 OR 250.136(A). ONLY THE DC CONDUCTORS ARE UNGROUNDED. PV EQUIPMENT SHALL BE GROUNDED ACCORDING TO NEC 690.43 AND MINIMUM NEC TABLE 250.122. METAL PARTS OF MODULE FRAMES, MODULE RACKING AND ENCLOSURE CONSIDERED GROUNDED IN ACCORD WITH 250.134 AND 250.136(A). EACH MODULE WILL BE GROUNDED USING WEEB GROUNDING CLIPS AS SHOWN IN MANUFACTURER DOCUMENTATION AND APPROVED BY THE AHJ. IF WEEBS ARE NOT USED, MODULE GROUNDING LUGS MUST BE INSTALLED AT SPECIFIED GROUNDING LUG HOLES PER THE MANUFACTURERS' INSTALLATION REQUIREMENTS. THE GROUNDING CONNECTION TO A MODULE SHALL BE ARRANGED SUCH THAT THE REMOVAL OF A MODULE DOES NOT INTERRUPT A GROUNDING CONDUCTOR TO ANOTHER MODULE. GROUNDING AND BONDING CONDUCTORS, IF INSULATED, SHALL BE COLORED GREEN OR MARKED GREEN IF #4 AWG OR LARGER [NEC 250.119(A)(2)] THE GROUNDING ELECTRODE SYSTEM COMPLIES WITH NEC 690.47 AND NEC 250.0 THROUGH 250.106. IF EXISTING SYSTEM IS IN ACCESSIBLE, OR INADEQUATE, A GROUNDING ELECTRODE SYSTEM PROVIDED ACCORDING TO NEC 250, NEC 690.47 AND AHJ. IN UNGROUNDED INVERTERS, GROUND FAULT PROTECTION IS PROVIDED BY "ISOLATION MONITOR INTERRUPTOR," AND GROUND FAULT DETECTION PERFORMED BY "RESIDUAL -CURRENT DETECTOR." LOAD SIDE INTERCONNECTION SHALL BE IN ACCORDANCE WITH THE [NEC 705.12(B)] THE SUM OF THE UTILITY OCPD AND INVERTER CONTINUOUS INPUT MAY NOT EXCEED 120% OF BUSBAR RATING [NEC 705.12(D)(2)(3)]. WHEN SUM OF THE PV SOURCES EQUALS >100% OF THE BUSBAR RATING, PV DEDICATED BACKFEED BREAKERS MUST BE LOCATED OPPOSITE END OF THE BUS FROM THE UTILITY SOURCE OCPD [NEC705.12(D)(2)(3)]. AT MULTIPLE INVERTERS OUTPUT COMBINER PANEL, TOTAL RATING OF ALL OVER CURRENT DEVICES SHALL NOT EXCEED AMPACITY OF BUSBAR. HOWEVER, THE COMBINED OVERCURRENT DEVICE MAY BE EXCLUDED ACCORDING TO NEC 705.12(A)(B)(1)(2)(3). FEEDER TAP INTERCONNECTION (LOAD SIDE) ACCORDING TO NEC 705.12(A)(B)(1)(2) (3)• SUPPLY SIDE TAP INTERCONNECTION ACCORDING TO NEC 705.12(A)(B)(1)(2)(3) WITH SERVICE ENTRANCE CONDUCTORS IN ACCORDANCE WITH NEC 230.42. BACKFEEDING BREAKER FOR UTILITY -INTERACTIVE INVERTER OUTPUT IS EXEMPT FROM ADDITIONAL FASTENING [NEC 705.12(D)(5)]. DISCONNECTION AND OVER -CURRENT PROTECTION NOTES: DISCONNECTING SWITCHES SHALL BE WIRED SUCH THAT WHEN THE SWITCH IS OPENED THE CONDUCTORS OR REMAINING ENERGIZED ARE CONNECTED TO THE TERMINALS MARKED "LINE SIDE" (TYPICALLY THE UPPER TERMINALS). DISCONNECTS TO BE ACCESSIBLE TO QUALIFIED UTILITY PERSONNEL, BE LOCAKABLE, AND BE A VISIBLE -BREAK SWITCH. BOTH POSITIVE AND NEGATIVE PV CONDUCTORS ARE UNGROUNDED. THEREFORE BOTH MUST OPEN WHERE A DISCONNECT IS REQUIRED, ACCORDING TO NEC 690.13(F) DC DISCONNECT INTEGRATED INTO ROOFTOP DC COMBINER OR INSTALLED WITHIN 6 FT, ACCORDING TO NEC 690.15(D). RAPID SHUTDOWN OF ENERGIZED CONDUCTORS BEYOND 10 FT OF PV ARRAY OR 5 FT INSIDE A BUILDING WITHIN 10 SECONDS. CONTROLLED CONDUCTORS <30V AND <240VA [NEC 690.12]. LOCATION OF LABEL ACCORDING TO AHJ. ALL OCPD RATINGS AND TYPES SPECIFIED ACCORDING TO NEC 690.8, 690.9, AND 240. BOTH POSITIVE AND NEGATIVE PV CONDUCTORS ARE UNGROUNDED, THEREFOR BOTH REQUIRE OVER -CURRENT PROTECTION, ACCORDING TO NEC 240.21. (SEE EXCEPTIONS IN NEC 690.9) IF REQUIRED BY AHJ, SYSTEM WILL INCLUDE ARC -FAULT CIRCUIT PROTECTION ACCORDING TO NEC 690.11 AND UL1699B. WIRING AND CONDUIT NOTES: ALL CONDUIT AND WIRE WILL BE LISTED AND APPROVED FOR THEIR PURPOSE. CONDUIT AND WIRE SPECIFICATIONS ARE BASES ON MINIMUM CODE REQUIREMENTS AND ARE NOT MEANT TO LIMIT UP-SIZING. ALL CONDUCTORS SIZED ACCORDING TO NEC 690.8, NEC 690.7. EXPOSED UNDERGROUND PV SOURCE AND OUTPUT CIRCUITS SHALL USE WIRE LISTED AND IDENTIFIED AS PHOTOVOLTAIC (PV) WIRE [690.35(D)]. PV MODULES WIRE LEADS SHALL BE LISTED FOR USE WITH UNGROUNDED SYSTEMS, ACCORDING TO NEC 690.35(D)(3). MODULE WIRE SHALL BE LOCATED AND SECURED UNDER THE ARRAY. ACCORDING TO NEC 200.7, UNGROUNDED SYSTEMS DC CONDUCTORS COLORED OR MARKED AS FOLLOWS: DC POSITIVE - RED, OR OTHER COLOR EXCLUDING WHITE, GREY, AND GREEN. DC NEGATIVE- BLACK, OR OTHER COLOR EXCLUDING WHITE, GREY AND GREEN. AC CONDUCTORS COLORED OR MARKED AS FOLLOWS: PHASE A OR LI - BLACK. PHASE B OR L2 - RED, OR OTHER CONVENTION IF THREE PHASE. PHASE C OR L3 - BLUE, OR OTHER CONVENTION. NEUTRAL - WHITE OR GREY. 4u Ecomar-k solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M 00 M � � O z O � Q 00 O W O 00 M W z c � ENGINEER OF RECORD NOTES (SHEET 2 OF 9 ) DATE: 01/25/20 DESIGNID BY: P.E. / S.K PROJECT ELECTRICIAN: M.P. CHECKED BY: J.W. Revision A N-1 DAN ZINN Mounting Planes - Mounting Plane # Panels System Size (kW) Roof Type Framing Type Rafter Size Rafter O.C. Sloe Pitch Azimuth Exposure Annual Production (kWh) MP 1 24 8.76 CONCRETE TILE TRUSS 2X4 WOOD 24" 270 6:12 171 0 97% 13,544 T T�CT�-NTn O UTILITY METER F -p MAIN ELECTRICAL PANEL sp SUB ELECTRICAL PANEL PV REVENUE METER ® AC DISCONNECT DC/AC INVERTER INTEGRATED DC DISCONNECT ® DC DISCONNECT ROOF RAFTERS ROOF VENTS ® FIRE SET BACK 12" TO 36" MODULE, RAIL AND MOUNT CO 80033 SCALE: N. T. S. XT 8.76 kW [ x 24] (I) MODULES TILT: 27 DEGREES AZIMUTH: 171 DEGREES BLOCKING REQUIRED Qi Ecomark Solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS Es VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA 0C M OCACA CA U O N CA Q O Q W OC 0 0 0C M ti x ENGINEER OF RECORD MODULE LAYOUT (SHEET 3 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLI : M.P. CHE CETI)BY: J.W. Revision � A PV7 -1 PROJECT SUMMARY EXTERIOR PV EQUIPMENT [xl] UTILITY METER SYSTEM SIZE: 8.76 kW DC STC [xl] MAIN ELECTRICAL PANEL PV WATTS: 13,544 AC kWh/YEAR [xl] (N) PV REVENUE METER PRODUCTION OFFSET: 106.78% [xl] (Nv) AC DISCONNECT MODULE: 24 REC REC 365 AA [xl] (Nv) DC/AC INVERTER [xl] (N) INTEGRATED DC DISCONNECT M new INVERTER: I SOLAREDGE 7600H v n I -1 STRING OF 12 MODULES -1 STRING OF 12 MODULES UTILITY METER: EXISTING MAIN ELECTRICAL PANEL: EXISTING PV EQUIPMENT: NEW FIRE SET BACKS : Y FROM RIDGE, YON SIDES, 18" FROM VALLEYS W/ADJ. PANELS T T�CT�-NTn O UTILITY METER F -p MAIN ELECTRICAL PANEL sp SUB ELECTRICAL PANEL PV REVENUE METER ® AC DISCONNECT DC/AC INVERTER INTEGRATED DC DISCONNECT ® DC DISCONNECT ROOF RAFTERS ROOF VENTS ® FIRE SET BACK 12" TO 36" MODULE, RAIL AND MOUNT CO 80033 SCALE: N. T. S. XT 8.76 kW [ x 24] (I) MODULES TILT: 27 DEGREES AZIMUTH: 171 DEGREES BLOCKING REQUIRED Qi Ecomark Solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS Es VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA 0C M OCACA CA U O N CA Q O Q W OC 0 0 0C M ti x ENGINEER OF RECORD MODULE LAYOUT (SHEET 3 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLI : M.P. CHE CETI)BY: J.W. Revision � A PV7 -1 DESIGN NOTE: MOUNTING PLANE: MP 1 ARRAY TYPE: FLUSH MOUNT ROOF TYPE: CONCRETE TILE FRAMING TYPE: TRUSS RAFTER TYPE: 2X4 WOOD RAFTER O.C.: 24" MAX RAIL SPAN: (L) 72" (P) 48" MAX CANTILEVER: (L) 24" (P) 16" ARRAY 1: 8.76 kW # OF MODULES: 24 SLOPE:27° PITCH: 6:12 AZMUITH :171 ° EXPOSURE %: 97% PRODUCTION :13,544 kWh FIRE SET BACKS : Y FROM RIDGE, YON SIDES, 18" FROM VALLEYS W/ADJ. PANELS 3385 QUAIL CT; WHEAT RID SCALE: N. T. S. CO 80033 m kW ILES TILT E7 DEGEEES AZIMUTH 171 DEGREES awa GxE0umED .K LEGEND O UTILITY METER MCP MAIN ELECTRICAL PANEL -p SUB ELECTRICAL PANEL PV REVENUE METER ® AC DISCONNECT El DC/AC INVERTER El INTEGRATED DC DISCONNECT ® DC DISCONNECT ROOF RAFTERS ROOF VENTS ® FIRE SET BACK 12" TO 36" MODULE, RAIL AND MOUNT Qi Ecomark solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA oc M OCACA CA U O N CA Q O Q W OC 0 0 oc M ti x ENGINEER OF RECORD MODULE LAYOUT (SHEET 4 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLI : M.P. CHE CELT) BY: J.W. Revision � A PV7 -2 DESIGN NOTE: MOUNTING PLANE: MP 1 ARRAY TYPE: FLUSH MOUNT ROOF TYPE: CONCRETE TILE FRAMING TYPE: TRUSS RAFTER TYPE: 2X4 WOOD RAFTER O.C.: 24" MAX RAIL SPAN: (L) 72" (P) 48" MAX CANTILEVER: (L) 24" (P) 16" ARRAY 1: 8.76 kW # OF MODULES: 24 SLOPE:27° PITCH: 6:12 AZMUITH :171 ° EXPOSURE %: 97% PRODUCTION :13,544 kWh FIRE SET BACKS : Y FROM RIDGE, YON SIDES, 18" FROM VALLEYS W/ADJ. PANELS 3385 QUAIL CT; WHEAT RID SCALE: N. T. S. CO 80033 m kW ILES TILT E7 DEGEEES AZIMUTH 171 DEGREES awa GxE0umED .K LEGEND O UTILITY METER MCP MAIN ELECTRICAL PANEL -p SUB ELECTRICAL PANEL PV REVENUE METER ® AC DISCONNECT El DC/AC INVERTER El INTEGRATED DC DISCONNECT ® DC DISCONNECT ROOF RAFTERS ROOF VENTS ® FIRE SET BACK 12" TO 36" MODULE, RAIL AND MOUNT Qi Ecomark solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA oc M OCACA CA U O N CA Q O Q W OC 0 0 oc M ti x ENGINEER OF RECORD MODULE LAYOUT (SHEET 5 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLI : M.P. CHE CELT) BY: J.W. Revision A PV -3 DAN ZINN - BACKFEED 2 STRING PV METER DAN ZINN - SOLAREDGE 7600H SYSTEM OVERVIEW: DAN ZINN 480 DC (STC) RATING: 8.76 kW 10.39 MODULE WATTAGE: 365 W Coefficeint) MODULE MODEL #: REC 365 AA REC REC 365 AA PV STRING 1: 12 MODULES OA PV STRING 2: 12 MODULES Vdc-oc SOLAREDGE P370 OPTIMIZERS: 24 OPTIMIZERS OA SOLAR INVERTER: SOLAREDGE 7600H Max Voc Allowed P370 NON-FUSED AC DISCONNECT: 60A GD PV PRODUCTION METER: MILU4801XL5T9 OE MAIN ELECTRICAL PANEL: EXISTING 10.26 MAIN ELECTRICAL PANEL: SQUARE D - HOM �F MAIN ELECTRICAL PANEL BUSS: 200 AF -1 Max Cell Temp MAIN ELECTRICAL PANEL BREAKER: 200 A F-2 Cell Temp @NOCT MAIN ELECTRICAL PANEL PV BREAKER: 40A F-3 Max Isc = Isc + Isc(Temp Coef) INTERCONNECTION STRATEGY: BACKFEED INTERCONNECTION (F UTILITY METER: EXISTING Adc-sc UTILITY METER: XCEL �G EQUIPMENT WALL TYPE: EIFS NF AC D/C to Meter AUX GROUND REQUIRED: NO 0.809 Approval Notes: PV METER REQUIRED: YES 0.126 1) PN array system to have grounding system installed per Part III of Article 250 per 2017 NEC Article 690.47(A). 2) If LIFER ground in not available provide or verify supplemental ground rods per 2017 NEC Article 250.53(A)(3). DC Disconnect Label Values System Operating Voltage DAN ZINN - SOLAREDGE 7600H Vdc op System Maximum Voltage 480 PV System Calculations: DC Source Voltage & Current 10.39 A Max Voc = Voc + Voc (25C - (-40C) * Temp Coefficeint) A Voc REC REC 365 AA 44.3 Vdc-oc Voc Temp Coefficeint 0.24% Vdc-oc Voc Max Voc -Voc + Voc (25C - ( -40C) * Temp Coef) = 51.21 Vdc-oc Voc Max Voc Allowed P370 60 Vdc-max Ise Max Ise = Isc + Isc(Temp Coefficeint)(Max Cell Temp - Cell Temp ANOCT) _ Isc REC REC 365 AA 10.26 A Isc Temp Coefficeint 0.040% °C Isc Max Cell Temp 144 OF Isc Cell Temp @NOCT 111.2 OF Isc Max Isc = Isc + Isc(Temp Coef) 22.72 18.06 6 AWG Bare 1.29 (Max Cell Temp - Cell Temp @NOCT) = 10.39 Adc-sc Isc Max Isc Allowed P370 11 Adc-max DC Disconnect Label Values System Operating Voltage 400 Vdc op System Maximum Voltage 480 Vdc max Maximum Circuit Current 10.39 A Max Rated Output Canner of the DC to DC Converter 15 A LI LINE 1 Lz LINE 2 NETURAL E- - GROUND 6,b SINGLE POLE BREAKER DAN ZINN - SOLAREDGE 7600H PV System Calculations: AC Output Voltage and Current Maximum PV System Voltage 240 Vac -op I -continuous Inverter 32 x125% = 40 Aac-op I -continuous Inverter 2 0 x 125% = 0 Aac-op PV System Total Source 1 + 2 = 40 Aac-op PV Backfeed Breaker Req. = 40 A2P-max AC Interconnection Capability Wire Temp. Max MEP Buss Load 200 x 120% = 240 A PV Input Breaker = 40 A2P MEP Main Breaker = 200 A2P Total Supply Amps 40 + 200 240 A Backfeed Breaker Size Allowed - PER [ 705.12 (13)(2)(3)(b) ] AC Disconnect Label Values Conduit Spec. System Operating Voltage 240 Vac -OP (ft) ** Isc System Operating Current 32.0 Aac-op Conduit Spec. 2 TWO POLE BREAKER/MAINBREAKER 3) Natural Gas & Cold Water bonding per 2017 NEC Article 250.104(6) C O O SOLAR HD WAVE CG C4 INVERTER/ C4 EXTERIOR C4 PV PRODUCTION - DC DISCONNECT NON-FUSED AC METER TVSTRING 1•�• I WITH RAPID SHUTDOWN DISCONNECT PV PANEL POWER FACTOR = 1 2P KNIFE SWITCH ROOF OPTIMIZER R OF /� �\ I DC DTIqV.A/�/� / - � l I ® �- EE TVSTRING 2 �� AIR AIR TO CONDUIT PV PANEL GEC / EGC FROM OPTIMIZER - 06 AWE BARE TOx Of TO GR THWN-2 CU GREEN Wire Run Wire Run (From - To) AWG Wire Type 1 Optimizer to Roof J -Box 10 PV **** 2 Roof J -Box to DC D/C 10 **** J r -J PV METER 6Z 6a 6-10 6a 6_'10 DC Wire Calculations MAIN UTILITY ELECTRICAL METER PANEL I I 6Z 6a 6-10 6a 6_'10 AC Wire Calculations - Solar Edee - 2 Strine - BACKFEED - PV METER - Dan Zinn DC Wire Calculations - Solar Edge - 2 String - BACKFEED - PV METER - Dan Zinn Wire Temp. Wire Temp. Max Current Wire Length 1-Wa g y Wire Type Wire CCC in Wire Rating V drop Wire Fill Derated Conduit Spec. S kFt (ft) ** Isc V drop %V drop Conduit Spec. Conduit 90 °C (A) Derated 71 Value .71 + .8 (A) on Wire GEC / EGC Conductor S /kFt (ft) 56 - 60 °C (A) 90 °C (A) C.O.U. (A) 1.29 15 10.26 0.512 0.135% In Free Air 4 40 28.40 22.72 18.06 6 AWG Bare 1.29 25 10.26 0.854 0.225% 3/4" EMT 4 40 28.40 22.72 18.06 8 AWG THWN-2 CU GREEN AC Wire Calculations - Solar Edee - 2 Strine - BACKFEED - PV METER - Dan Zinn *** Wire Dual Rated for THHN/THWN-2/1\4TW/AWM 600V NYLON **** PV Wire - Rated for RHW-2, USE -2 Qi Ecomark Solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA 0C M � H O CACA CA U O N l�T CA Q Q' O Q w oMo O 0 0C M ti P, ETD CRY Cof ELECTRICAL (SHEET 6 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLCS: M.P. CHE CKED BY: J.W. Revision A E-1 Wire Temp. Max Current on Wire Run Wire Run (From - To) Wire Wire Type Wire Length Way I -Op (A) V drop %V drop Conduit Spec. CCC in Wire Rating Derated .96 Wire GEC / EGC Conductor AWG S /kFt (ft) Conduit 90 °C (A) 31- 35 °C (A) (I-Op*1.25) (A) 3 Inverter to NF AC D/C 8 CU *** 0.809 5 32 0.209 0.087% 3/4" EMT * 2 55 52.80 40.00 8 AWG THWN-2 CU GREEN 4 NF AC D/C to Meter 8 CU *** 0.809 3 32 0.126 0.052% 3/4" EMT * 2 55 52.80 40.00 8 AWG THWN-2 CU GREEN 5 Meter to MEP 8 CU *** 0.809 3 32 0.126 0.052% 3/4" EMT * 2 55 52.80 40.00 8 AWG THWN-2 CU GREEN * 3/4" EMT may be substituted with FMC/ PVC/ EMT of equal or greater conduit size if required in field ** Length may vary +/- 10 ft to allow for in field corrections *** Wire Dual Rated for THHN/THWN-2/1\4TW/AWM 600V NYLON **** PV Wire - Rated for RHW-2, USE -2 Qi Ecomark Solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA 0C M � H O CACA CA U O N l�T CA Q Q' O Q w oMo O 0 0C M ti P, ETD CRY Cof ELECTRICAL (SHEET 6 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./S%. PROJECTELECTRICLCS: M.P. CHE CKED BY: J.W. Revision A E-1 ELECTRIC PANEL AT POINT OF PHOTOVOLTAIC INTERCONNECTION OWARNI TURN OFF PHOTOVOLTAIC i AC DISCONNECT PRIOR TO i WORKING INSIDE PANEL LABEL AT EACH SERVICEABLE BOX OF THE PHOTOVOLTAIC SYSTEM [NEC 690.541 WARNING DUAL POWER SUPPLY ISOURCES: UTILITY GRID AND PV SOLAR ELECTRIC SYSTEM S LABEL2 AT POINT OF INTERCONNECTION; [NEC 705.12(B)(2)(3)(C)] 1 WAR POWER SOURCE OUTPUT CONNECTION S DO NOT RELOCATE THIS OVERCURRENT DEVICE_ LABELS AT POINT OF INTERCONNECTION OVERCURRENT DEVICE. [NEC 690.31(6)] THIS EQUIPMENT FED BY MULTIPLE SOURCES. TOTAL RATING OF ALL OVERCURRENT DEVICES, EXCLUDING MAIN SUPPLY OVERCURRENT DEVICE, SHALL NOT EXCEED LABEL 4 AT POINT OF INTERCONNECTION OVERCURRENT DEVICE. [NEC 705.12(B)(2)] PHOTOVOLTAIC DC DISCONNECT LABELS AT EACH DC DISCONNECTING MEANS [NEC 690.531 TURN RAPID SHUTDOWN SWITCH TO TI IC,cn, POSMON TO SHUT DOWN CONDUCTORS OUTSIDE THE ARRAY LABEL6 AT RAPID SHUTDOWN SWITCH [NEC 690.56(C)(1)(B)] LETTERS AT LEAST3X INCH; WHITE ON RED BACKGROUND; REFLECTIVE [IFC 605.11.1.1] PHOTOVOLTAIC DC CONDUIT LABEL] AT EXPOSED RACEWAYS, CABLE TRAYS, AND OTHER WIRING METHODS; SPACED AT MAXIMUM 10 FT SECTION OR WHERE SEPARATED BY ENCLOSUERS, WALLS, PARTITIONS, CEILINGS, OR FLOORS. [NEC 690.31 (OF LETTERS AT LEAST 3X INCH; WHITE ON RED BACKGROUND; REFLECTIVE [IFC 605.11.1.1] PHOTOVOLTAIC AC DISCONNECT rol C PHOTOVOLTAIC SYSTEM DISCONNECT LABELS AT EACH AC DISCONNECTING MEANS [NEC 690.13HU] LABEL 9 AT POINT OF INTERCONNECTION, MARKED AT DISCONNECTING MEANS [NEC 690.541 BACK 0 MAIF UTILFI PRIMARY UTILITY METER* PHOTOVOLTAIC INVERTER PHOTOVOLTAIC SYSTEM CONNECTED LABEL 10 AT PRIMARY UTILITY BILLING METER PER XCEL ENERGY STANDARDS - * REQUEUED ONLY IF PV PRODUCTION METER PRESENT PV PRODUCTION METER NOTES - XCEL* 1. 200A SELF CONTAINED METER SOCKET WITH LEVER BYPASS, COMPLAINT WITH THE MOST RECENT REVISION OF THE XCEL ENERGY STANDARD, SPECIFICALLY SECTION 4.11 2. PV GENERATION WIRED TO THE LINE SIDE TERMINALS 3. MARKED TV PROD" INCL. ADDRESS AND UNIT WITH STAMPED BRASS TAG FOR "METER IDENTIFICATION", SECTION 4.14.4 OF THE XCEL ENERGY STANDARD 4. COLD SEQUENCING RULES SECTION 4.17 AND 4.18 OF THE XCEL ENERGY STANDARD 5. MOUNTED ON SIDE OF BUILDING WITH PLACARD IDENTIFYING LOCATION OF MAIN METER AND MAIN PANEL 6. LOCATED WITH 10 FEET OF MAIN BUILDING METER 7. AC DISCONNECT- VISIBLE AND LOCKABLE * REQUIRED ONLY IF PV PRODUCTION METER PRESENT !CAUTION! POWER TO THIS BUILDING IS ALSO SUPPLIED FROM ROOF MOUNTED SOLAR ARRAY WITH SAFETY DISCONNECTS AS SHOWN: 3385 QUAIL CT; WHEAT RIDGE, CO 80033 FRONT ra co ELECTRIC SHOCK HAZARD THE OC CONDUCTORS OF THIS PHOTOVOLTAIC SYSTEM ARE UNGROUNDED AND MAY BE ENERGIZED LABEL 11 AT EACH JUNCTION, COMBINER, DISCONNECT, AND DEVICE WHERE ENERGIZED UNGROUNDED CONDUCTORS MAY BE EXPOSED DURING SERVICE [NEC 690.13(B)] AC JUNCTION BOX AWARNING ELECTRIC SHOCK HAZARD DO NOT TOUCH TERMINALS TERMINALS ON BOTH THE USE AND LOAD SIDES MAY BE ENERGIZED x .., IN THE OPEN POSITION . CAUTION SOLAR CIRCUIT LABEL 12 AT THE INVERTER OF PHOTOVOLTAIC EQUIPMENT [NEC 690.13(B)] OWARNIN TURN OFF PHOTOVOLTAIC AC DISCONNECT PRIOR TO S WORKING INSIDE PANEL LABEL 13 AT EACH SERVICEABLE BOX OF THE PHOTOVOLTAIC SYSTEM [NEC 690.541 Qi ECOmOrk SOLar- CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M CA 00 CA M N CA Q O Q W > 00 H 0 0 CO M ti � r ENGINEER OF RECORD PV LABELS (SHEET 7 OF 9 ) DATE: 01/25/20 DESIGNEDBY: P.E./SJ{. PROJECTELECTRICIAN: M.P. CHE CKED BY: J.W. Revision A E-2 AL IRONRIDGE XR100 Rail Qi See Descri tion /Length Rail Section Properties Property Value Total Cross -Sectional Area 0.582 int .66 Section Modulus (X-axis) 0.297 in' .46 Moment of Inertia (X-axis) 0.390 in° Moment of Inertia (Y-axis) 0.085 in" Torsional Constant 0.214 in3 Polar Moment of Inertia 0.126 1.99 APPROVED MATERIALS: 2.44 6005 -Tb, 6005A -T61, 6105-T5, 6N01 -Tb 2.34 (34,000 PSI YIELD STRENGTH MINIMUM) .58 1.25 Clear Part Black Part Description /Length Material Weight Number Number XR-100-132A XR-100.1328 XR100, Rail 132" (11 Feet) 7.SO lbs. XR-100.168A XR-100.1688 XR100, Rail 168" (14 Feet) 6000 -Series 9.55 lbs. XR-100.204A XR-100.2046 XR100, Rail 204" (17 Feet) Aluminum 11.60 lbs. VIA Ecom0; of of ark soler CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M M � � O � O � O h -i LL` 1 L-ilL1J (SHEET 8 OF 9) DATE: 01/25/20 DESIGNED BY: P.E. / S.K. PROJECT ELECTRICIAN: NOTES: ARRAY TYPE: FLUSH MOUNT MODULE MANUFACTURER & MODEL - 4 & 5: REC REC 365 AA ROOF MATERIAL -I: CONCRETE TILE ROOF STRUCTURE -2:TRUSS RAFTER SPACING - 6: 24" O.C. RAFTER SIZE - 7: 2X4 WOOD ATTACHMENT TYPE - 3: QUICK MOUNT PV QMTR-F3.25 LAG BOLT DIAMETER - 8: 5/16" MIN. LAG BOLT EMBEDMENT - 9: 2 1/2" TOTAL # OF ATTACHMENTS - 10: 76 RAIL MANUFACTURER & MODEL - 14 & 15: IRONRIDGE XR100 MAX. HORIZONTAL STANDOFF - 12: (L) 72" (P) 48" MAX CANTILEVER: (L) 24" (P) 16" STANDOFF STAGGERING - 13: YES MAXIMUM DESIGN UPLIFT: 350 LBS STANDOFF UPLIFT CAPACITY: 450 LBS TOTAL RAIL LENGTH: 415.92 " 4 3 I I ERE INFORMATION W_TCo NEDMINQUICKWOUW OFPROUQUICKMOUNT W. ANY REPRODUC1 IN PAU OR AS A WHOLE�THIE EDGE TOO 7.50LA ' r 0 -� 12.00 1. EST ORIENTATION i TILE REPLACEMENT FLP ,'1 I AND HARDW SOLDSEPARA (QMTR-F3.25, QMTR-W4 3.25 MIN I I SLIDE TO 4.50 MAX ; I I I (2.956) 1.375 DESCRIPTION Quick Mount M R -BM: TILE REPLACEMENT, BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INC HES w TOLERANCES: A DATE: 4/26/2016 1 FRACTIONAL. 1/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREEPLACEDECIMAL -.125 �SCALE:1:2 WEIGHT:2.07 SHEETI OF BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INCHES TOLERANCES A DATE: 4/26/2016 1 FRACTIONAL! I/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREE PLACE DECIMAL x.125 SCALE: 1:4 WEIGHT:2.07 SHEET 20F2 M.P. CHECKED BY: J.W. Revision A D-1 4 8" F-16 �-16 x�qT BOLT � FLANGE NUT 3 0 L FOOT SOLARMOUNT LIGHT ON L -FOOT T_ 11, L MAXIMUM HEIGHT 316 MINIMUM HEIGHT 216 SOLARMOUNT STANDARD ON L -FOOT f MAXIMUM HEIGHT 4Z" Q MINIMUM HEIGHT 316 SOLARMOUNT HD ON L -FOOT T I4. MAXIMUM HEIGHT MINIMUM HEIGHT 16" NOTE: L -FOOT CAN BE INSTALLED IN TWO ORIENTATIONS. PLEASE REFER TO INSTRUCTIONS IN THE QUICK START GUIDE. URR U N I RAC PRODUCT LINE: SOLARMOUNT DRAWING NOT TO SCALE ALL DIMENSIONS ARE NOMINAL N O DRAWING TYPE: PART &ASSEMBLY Q 1411 BROADWAY BLVD NE CE ALBUQUERQUE, NM 87102 USA DESCRIPTION: L -FOOT PRODUCT PROTECTED BY ONE OR MORE L US PATENTS to WWW.UNIRAC.COM REVISION DATE: APRIL 2016 LEGAL NOTICE SHEET AL IRONRIDGE XR100 Rail Qi See Descri tion /Length Rail Section Properties Property Value Total Cross -Sectional Area 0.582 int .66 Section Modulus (X-axis) 0.297 in' .46 Moment of Inertia (X-axis) 0.390 in° Moment of Inertia (Y-axis) 0.085 in" Torsional Constant 0.214 in3 Polar Moment of Inertia 0.126 1.99 APPROVED MATERIALS: 2.44 6005 -Tb, 6005A -T61, 6105-T5, 6N01 -Tb 2.34 (34,000 PSI YIELD STRENGTH MINIMUM) .58 1.25 Clear Part Black Part Description /Length Material Weight Number Number XR-100-132A XR-100.1328 XR100, Rail 132" (11 Feet) 7.SO lbs. XR-100.168A XR-100.1688 XR100, Rail 168" (14 Feet) 6000 -Series 9.55 lbs. XR-100.204A XR-100.2046 XR100, Rail 204" (17 Feet) Aluminum 11.60 lbs. VIA Ecom0; of of ark soler CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M M � � O � O � O h -i LL` 1 L-ilL1J (SHEET 8 OF 9) DATE: 01/25/20 DESIGNED BY: P.E. / S.K. PROJECT ELECTRICIAN: NOTES: ARRAY TYPE: FLUSH MOUNT MODULE MANUFACTURER & MODEL - 4 & 5: REC REC 365 AA ROOF MATERIAL -I: CONCRETE TILE ROOF STRUCTURE -2:TRUSS RAFTER SPACING - 6: 24" O.C. RAFTER SIZE - 7: 2X4 WOOD ATTACHMENT TYPE - 3: QUICK MOUNT PV QMTR-F3.25 LAG BOLT DIAMETER - 8: 5/16" MIN. LAG BOLT EMBEDMENT - 9: 2 1/2" TOTAL # OF ATTACHMENTS - 10: 76 RAIL MANUFACTURER & MODEL - 14 & 15: IRONRIDGE XR100 MAX. HORIZONTAL STANDOFF - 12: (L) 72" (P) 48" MAX CANTILEVER: (L) 24" (P) 16" STANDOFF STAGGERING - 13: YES MAXIMUM DESIGN UPLIFT: 350 LBS STANDOFF UPLIFT CAPACITY: 450 LBS TOTAL RAIL LENGTH: 415.92 " 4 3 I I ERE INFORMATION W_TCo NEDMINQUICKWOUW OFPROUQUICKMOUNT W. ANY REPRODUC1 IN PAU OR AS A WHOLE�THIE EDGE TOO 7.50LA ' r 0 -� 12.00 1. EST ORIENTATION i TILE REPLACEMENT FLP ,'1 I AND HARDW SOLDSEPARA (QMTR-F3.25, QMTR-W4 3.25 MIN I I SLIDE TO 4.50 MAX ; I I I (2.956) 1.375 DESCRIPTION Quick Mount M R -BM: TILE REPLACEMENT, BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INC HES w TOLERANCES: A DATE: 4/26/2016 1 FRACTIONAL. 1/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREEPLACEDECIMAL -.125 �SCALE:1:2 WEIGHT:2.07 SHEETI OF BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INCHES TOLERANCES A DATE: 4/26/2016 1 FRACTIONAL! I/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREE PLACE DECIMAL x.125 SCALE: 1:4 WEIGHT:2.07 SHEET 20F2 M.P. CHECKED BY: J.W. Revision A D-1 NOTES: ARRAY TYPE: FLUSH MOUNT MODULE MANUFACTURER & MODEL - 4 & 5: REC REC 365 AA ROOF MATERIAL -I: CONCRETE TILE ROOF STRUCTURE -2:TRUSS RAFTER SPACING - 6: 24" O.C. RAFTER SIZE - 7: 2X4 WOOD ATTACHMENT TYPE - 3: QUICK MOUNT PV QMTR-F3.25 LAG BOLT DIAMETER - 8: 5/16" MIN. LAG BOLT EMBEDMENT - 9: 2 1/2" TOTAL # OF ATTACHMENTS - 10: 76 RAIL MANUFACTURER & MODEL - 14 & 15: IRONRIDGE XR100 MAX. HORIZONTAL STANDOFF - 12: (L) 72" (P) 48" MAX CANTILEVER: (L) 24" (P) 16" STANDOFF STAGGERING - 13: YES MAXIMUM DESIGN UPLIFT: 350 LBS STANDOFF UPLIFT CAPACITY: 450 LBS TOTAL RAIL LENGTH: 415.92 " 4 3 I I ERE INFORMATION W_TCo NEDMINQUICKWOUW OFPROUQUICKMOUNT W. ANY REPRODUC1 IN PAU OR AS A WHOLE�THIE EDGE TOO 7.50LA ' r 0 -� 12.00 1. EST ORIENTATION i TILE REPLACEMENT FLP ,'1 I AND HARDW SOLDSEPARA (QMTR-F3.25, QMTR-W4 3.25 MIN I I SLIDE TO 4.50 MAX ; I I I (2.956) 1.375 DESCRIPTION Quick Mount M R -BM: TILE REPLACEMENT, BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INC HES w TOLERANCES: A DATE: 4/26/2016 1 FRACTIONAL. 1/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREEPLACEDECIMAL -.125 �SCALE:1:2 WEIGHT:2.07 SHEETI OF BASE MOUNT UNLESS OTHERWISE SPECIFIED: SIZE DRAWN BY: DFM REV DIMENSIONS ARE IN INCHES TOLERANCES A DATE: 4/26/2016 1 FRACTIONAL! I/8 DO NOTSCALE DRAWING TWO PLACE DECIMAL x.18 THREE PLACE DECIMAL x.125 SCALE: 1:4 WEIGHT:2.07 SHEET 20F2 M.P. CHECKED BY: J.W. Revision A D-1 Qi Ecomar-k solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M M � � O O h� ENGINEER OF RECORD PV WATTS REPORT (SHEET 9 OF 9) DATE: 01/25/20 DESIGNED BY: P.E. / S.K. PROJECT ELECTRICIAN: M.P. CHECKED BY: J.W. Revision A PVWATTS-1 1/23/2020 PVWatts Calculator =MEL RESULTS 13,544 kWh/Year* Caution: Photovoltaic system performance predictions calculated by PVWatts include System output may range from 12,581 to 13,944 kWh per year near this location. many inherent assumptions and uncertainties and do not reflect variations between PV technologies nor site-specific characteristics except as represented by Month Solar Radiation AC Energy Value PVWatts® inputs. For example, PV modules with better performance are not kWh / /day) (kWh) ($ ) differentiated within PVWatts® from lesser I m2 ( performing modules. Both NREL and private January companies provide more sophisticated PV 4.11 919 102 modeling tools (such as the System Advisor Model at https://sam.nrel.gov) that allow for February 4.99 1,000 110 more precise and complex modeling of PV systems. March 5.78 1,253 138 The expected range is based on 30 years of actual weather data at the given location and is intended to provide an indication of April 5.83 1,199 133 the variation you might see. For more information, please refer to this NREL report: May y 6.30 1,314 145 The Error Report. June 6.63 1,262 139 Disclaimer: The PVWatts® Model ("Model") July 6.46 1,267 140 is provided by the National Renewable Energy Laboratory ("NREL"), which is operated by the Alliance for Sustainable August 6.20 1,240 137 Energy, LLC ("Alliance") for the U.S. Department Of Energy ("DOE") and may be September 6.09 1,16$ 129 used for any purpose whatsoever. The names DOE/NREL/ALLIANCE shall not October 5.13 1,060 117 be used in any representation, advertising, publicity or other manner whatsoever to endorse or promote any entity that adopts or November 4.68 1,001 111 uses the Model. DOE/NREL/ALLIANCE shall not provide December 3.81 863 95 anysupport, consulting, training or assistance of any kind with regard to the use of the Model or any updates, revisions or Annual 13,546 $ 1,496 new versions of the Model. YOU AGREE TO INDEMNIFY DOE/NREL/ALLIANCE, AND ITS AFFILIATES, OFFICERS, AGENTS, AND EMPLOYEES Location and Station Identification AGAINST ANY CLAIM OR DEMAND, INCLUDING REASONABLE ATTORNEYS' FEES, RELATED TO YOUR USE, RELIANCE, Requested Location 3385 QUAIL CT; WHEAT RIDGE, CO 80033 OR ADOPTION OF THE MODEL FOR ANY PURPOSE WHATSOEVER. THE MODEL IS PROVIDED BY DOE/NREL/ALLIANCE "AS IS' Weather Data Source Lat, Lon: 39.77, -105.14 0.9 mi AND ANY EXPRESS OR IMPLIED WARRANTIES, INCLUDING BUT NOT LIMITED TO THE IMPLIED WARRANTIES OF Latitude 39.77° N MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE ARE EXPRESSLY Longitude 105.14° W DISCLAIMED. IN NO EVENT SHALL g DOE/NREL/ALLIANCE BE LIABLE FOR ANY SPECIAL, INDIRECT ORCONSEQUENTIAL PV System Specifications Residential DAMAGES OR ANY DAMAGES WHATSOEVER, Y p INCLUDING BUT NOT LIMITED TO CLAIMS ASSOCIATED WITH THE LOSS OF DATA OR DC System Size 8.76 kW PROFITS, WHICH MAY RESULT FROM ANY ACTION IN CONTRACT, NEGLIGENCE OR OTHER TORTIOUS CLAIM THAT ARISES OUT Module Type Standard OF OR IN CONNECTION WITH THE USE OR PERFORMANCE OF THE MODEL. Array Type Fixed (roof mount) The energy output range is based on analysis of 30 years of historical weather data for nearby , and is intended to provide Array Tilt 270 an indication of the possible interannual variability in generation for a Fixed (open Array Azimuth y 171° rack) PV system at this location. System Losses 15.79% Inverter Efficiency 99% DC to AC Size Ratio 1.15 Economics Average Retail Electricity Rate 0.111 $/kWh Performance Metrics Capacity Factor 17.7% � Nta k8uid https-.//pvwatts.nre1.gov/pvwatts.php 1/1 nC Qi Ecomar-k solar CONTRACTOR ECOMARK SOLAR PHONE: 720-432-6411 LIC#: 244928 UNAUTHORIZED USE OF THIS DRAWING SET WITHOUT WRITTEN PERMISSION FROM CONTRACTOR IS IN VIOLATION OF U.S. COPYRIGHT LAWS AND WILL BE SUBJECT TO CIVIL DAMAGES AND PROSECUTIONS. M M � � O O h� ENGINEER OF RECORD PV WATTS REPORT (SHEET 9 OF 9) DATE: 01/25/20 DESIGNED BY: P.E. / S.K. PROJECT ELECTRICIAN: M.P. CHECKED BY: J.W. Revision A PVWATTS-1 City of Wheat Ridge Municipal Building 7500 W. 291h Ave. January 23rd, 2017 Owner/Occupant 3385 Quail Ct. Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 RE: Previously permitted project plans available for retrieval — Permit 201600063 (New Single Family Home) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter 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, which is 60 days from the date of this letter. You may retrieve plans and/or documents between the hours of 7:00 a.m. and 5:00 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29h Avenue in Wheat Ridge. Cordially, M Melissa Mackey rm ' _ ]87 7500 W. 29di Avenue ffi -235 2 Office Phone: 303-235-287 Fax: 303-237-8929 www.ci.whe7atrnidP-e.co.us `City of heat dldgiie �C,0,.MUMTY CDwLLOPMENT www.d.wheatridge.co.us � m m C) �o N � u v N � m m H m m (U a o A Q q 1 O N m A 6a —i 1 w .N Oo oda a W 00 r;, to m ro r� x O a m o m OD W4 yw � H w m � m � O W m m m u a u •N H w m O (� a N E l0 u O k A u U O m m [ u l� p •.mi w w —1 to ca O O g N r m N z es A m p • e y � 41 0 W ® 6 H A � OQ H m w ti m � u 41 A H to w t mId O b 0 U 0 I iJ :j .a .+3 0) aA a 100 ,Q m w O A 4JHa a o 4.) H m m � a W U O +i 3 ,u a q U U ( O 9 A U O N ,r w � o � a r A .a U z° m w O 1.) U m a m a H 0' 10 •ri w O U H O N w bt a a O N i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 0 f- Z / 0 0j f T Job Address:C"- Permit Number:, 63 P3 T 42 a ❑ No one available for inspection: Time 1 ) "12N �AI%I/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 24 -z Inspecto : e. DO NOT REMOVE THIS NOTICE a 0 M 3 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 13 � eF-r/Z Job Address: S t G, Permit Number:. CQ 0 f G C7 CSO (e 12 V M f-7 - P fJ21= Pj ea (:r n a C I- P fL - Sfa4L 7b/ C� 00 SrS f A_ ,tea- 5 i -"'-1 Fes,, l _► iile r.�r - pi ❑ No one available for inspection: Time &M/PM Re -Inspection required: est No *When corrections have been made, call for re -inspection at 303-234-5933 Date: 0/011Inspect,'�r� �CG_ L S,ii DO NOT REMOVE THIS NOTICE 41 ► i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line __-;�?91r(303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: PL R Job Address: 3 Z S Q Permit Number: 'a- 0( 0 0 0 G C,3 S�, wt(Z 1 A"i Pr'�oU �e O El No one available for inspection: Time T SS A /PM Re -Inspection required: Yes No *When corrections have been made, call for re, --inspection at 303-234-5933 �1 Date: Inspector: DO NOT REMOVE THIS NOTICE FOR OFFICE Date: Ccs 4i LOPMENT planlpermit# Building Inspection Services Division 7500 K 291h Ave., Whet Ridge, CO0033 Plan Review ' Office: 303-235-2855 *Fax: 303-237-8929 Inspection Lire: 303-234-5933 Building Permit Application Sa * (Check all that apply) vc- . FULF fu's Gallons Amps Squares Cather City of SINGLE FA MIL YID UPLEX Wheat0 U, BCIL DINGPERMITAPPLICATION REVIEW I1B L I C W lk K S Date-, _1A119P__ 1,ocation: ATTENTION: BUII,DING DIVISION I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. _y� Drainage: a. Drainage Letter & Plan required: b. Site drainage/grading plan have been reviewed and are: 2, V_ Public Improvements required &to be completed with prqjject: a. street paving/patching:— Yes — b. curb & gutter: Yes c. sidewalk: Yes d. Other (specify): Yes —Yes No OK ; refer to 1 , i sulations. 141 No — Completed No — Completed --A/ No — Completed — No — Completed For items not constructed, the amount of funds taken in lieu of construction: $ Does all existing roadway/alley R.O.W. meet the standards of the City: -AL Yes No If not, what is required? If R.O.W. is required', has the deed been received: Yes No (see Note below) 4. � APPROVED. The Public Works Department has reviewed the submitted material and hereby approves this Pernut Application, subject to the stated requirements anctlor attached stipulations. Signature Mark Van Nattan Date 5. WA NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): signillure Mark Van Nattan 6. _j,/- Stipulations: Date 7. JL A Drainage Certification Letter accorripanied by As -Built plans from the Engineer -of -Record shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULTOF PROJECT CONSTRUCTION SHALL, BE REPAIRED PER ROW coNs'rRuCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 06!2013 - City of ha,tR�iqgc toiC N/ R K S City of Wieat Ridge Municipal Building 7500 W, 29"' Ave, Wheat Ridge, CO 80033-8001 P, 303,235,2861 F, 3133,235,2857 PUBLIC WORKs DEVELOPMENT VIE FEES Date: _V*Y%2_ Location of Construction: Purpose of Construction: Single Family _ Commercial Multi -Family 14e;efo men, evle P'r ee lu F t ... ........ S100 '00 (Required of all projects for document processing) Sirs e F`a lRe"deei�u lei eve dee. ,.....»., $di.{l S ttzre><a�taltl-ll{'�axl � i�evie Fees. .Review ofexisting or minimal technical documents. , ,....,.«. $ . i3 Initial review' of technical civil engineering documents (Fee includes reviews of the l "4 d 2"d submittals):. ....... ............. $600 ;. Traffic Impact Study Review Fee: (Fee includes reviews of the I" and 2"d submittals): »... , ,.,..». $500.00 ....... Trip generation Study Review Fee: ......... ..»..,.....»«,,.,., S,200.00 0 & M Manual Review & SMA Recording Tee, ........ $100.00 ' Each %pptacatao will be reviewed by staff once and returned for changes. If after reviev, not been made to the cavil documents or the Traffic Study as requested by staff", further ofthe second submittal changes have to the following Resubmittal Fees: reviews of the Applicatior, will be subject ResubmittalFees: 3'd submittal (1 initial review fee),......<. ..,. $300.00 0 submittal (full initial review fee) ...... ......... S600A S .All subsequent submittals: $600.00 (Full initial review fee)S TOTAL REVIEW FEES (due at time of Building Permit issuance). PLEASE NOTE THAT i ADDITION TO THEABOVE FEES, THE WILL E ADDITIONAL L LENSING AND PERMITTING FEES REQUIRED F CONSTRUCTION OF ROVE ENTS WITHIN I't iii R.lGHT-OF'- AY. V'Wvv i,Ai he ttu adtrexO.q Rev 12ii2 City of Wheat Ridge Municipal Building 7500 V 29h Ave, Wheat Ridge, Co 80033-8001 P: 343.235.28 1 F; 301235.2857 NOTIFICATION FOR PLIC IMPROVEMENTS RESTORATION DATED: � ADDRESS: Dear Contractor: In conjunction with the approval ofthe 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 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 C: File Rev 2108 RESIDENTIAL Rev, 06/2014 +r – 1 ee nr e+�t Address: I Zoning; d1_°... Lot Size: sq. ft. Lot Width: loo, Property, in the flood plain? �If yes, surveying condition Type of prof t (applicable survey conditions in parenthesis): Accsox ISP, ILCsay iie pdari none Addition Ii eznd site pI i c i° 'cif t o r a i c c ci i if in floodpi p } ifi�z floodp d`L d�te°vv II. �n site pd�t i wiin ' of setfa if i2� itcrti Maximum t Coverage: % Existing Improvements: +a +� Improvements: Shed: sq. House: sc. Icy addition. Shed: ft Detached garage: sq ft. Detached Garage: sq. Other: q. ft.er: sq. ft, Total ;existing � sq. ft Propos +existing E Lot Coverage ;r sq. ft Lot Coverage s � � � ��'� ._ Required setbacks: FR_ Provided Setbacks: FR � R For additions or new construction, is the structure within 2 feet Of `nimum setbacks? � _...... _ .a._.,, ., . .,_. If yes, add urveYing condition axim ei t: inturza ire. Proposed Height: � . � ft. sq. ft, ProposedSize: s S sq, ft. Parkland: If the permit is for new construction, have Parkland dedi tion fees been paid? If no, add condition PFEE, notify owner, and notify tauil ing division. treetscape: Does the permit result in any of the followingconditions? Construction of new roads 0 Platting of new lots New development 0 Additions that increase floor area b % or more see formula) ula (proposed floor area — existing floor area f existing floor area r°o ir2, If any box is checked... SF/DUPLEX—Is there existing Curb Gutter -foot sideway adjacent to thero erty If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the frontage meet current city standards? If not, streetcae construction or fees -in -lieu will be required. Fees-in-herr orfdedication or construction are dire at the time the permit is issued, I a WA v } 00*3 `3 " E t00,w ' z wa"PLAN11 PL6T - g +q LOT 17712 SX. 0.407 ACNES 3142 37-36 l Direct roof drain Downspout orientations downspouts in the directions ".44 PORCH s indicated herein to protect 12 adjacent properties t m 16.E 10.0% 1 star wat r runoff. `? r trine Certification Letter shall be required prior iPLAN 3A to C.0, to ensure site has 8 1 3385 QUAIL G" : cit roperi graded. 4 0i TGr°5433.7E p 53.Si i(FF—TOF FROM LOT 8 3completed, signed and ARCH ' scaled Founchation Setback ,.from Professional Land r Surveyor will be, required,. _M , PORCH 20 PUBLIC WORK ENGINEFf"No 21-r i It WAT i rwtaw APPROVED FOR:OORNMACM es CURD RVET -"J902SCELLANEOUS 0 € ,ABY 0 COWENT 0 a --- AeeBQ=Q0ALQ2MMxA— _±!AWTO�FIL fGARAGE 3&20 75 a f Public Works s t i driveway to be parallel PUBM WORKS with property line for case of access and DA R satcry. QUAIL COURT' - e € A q.asr4 Rig d¢ t „ 3t.° mt .A� t �v DESIGN GRADING STATEMENT. � t, LOCATE UNDERGROUND UTIUTIES BEFORE THE PROPERTY CORNER SPOT � YOU GIG. GALL Stt, ELEVATIONS ARE BASED ON THE OUAIL HOLLOW SUBDIMSION 2, THIS PLOT PLAN DEPICTS PROPOSED CONSTRUCTION PLANS. IMPROVEMENTS. FINAL CONSTRUCTION MAY VARY, Manhard DOUGLAS H. ORT III„ PLS 37066 kid- CONSULT114C iom omx MANHARD CONSULTING ST.., wa 7oo wESTmiNSxR, COLORADO BW21 (30)655-5= 6LOAL DESCRIPTION MIN. SETBACKS, PLOT PLAN DETAILS-z LOT SCALE t"' AIL HOLLOW S * i S' JOB NO. GSH. G C17Y OF WHEAT 140GE. COUNTY OF JEFFERSON SIDE: S' DATE:1/6/16 u E Lo 8 4 1 S 00°34'34" E 1426,99) 27.72 100.00' ' t°eav 205 PLOT PLAN I ; F 29.35 ------------- LOT 7 d 17712 S.F. f 0.407 ACRES "' 1 31.52 ; 32.35 ' � I n20 9 I PORCH 29.71 33.2€7 � _ 33120 12 PLAN 3A 3385 QUAIL CT. TOF=5433.70 FF -5434,87 (FF-TQF FROM LOT 8 ARCH A4.0a) btl 23.7' 3§.2s in a 1 RISER ' 6.96'xt 0.56` 3275 A 3 .6 4 tr 101 4 -CAR � tt GARAGE xata $ 32:75 33.955 2o.is k 31,69 4 31.593 00 40'076eW 5 79,' 32.E H.P. cc PORCH - 33.217 9 32.4# � P 33.2Q 317.42 31.44 . z r 11.05'# 7.507`+ 1LOCATE UNDERGROUND YOU DIG, CALL 811. ELEVATIONS . QUAIL HOLLOW SUBDIVISION 2. THIS PLOT PLAN DEPICTS PROPOSED CONSTRUCTION PLANS. IMPROVEMENTS, FINAL CONSTRUCTION MAY VARY. DOUGLAS H, ORT III, PLS 37066 anhard CONSULTING 10835 DOVER ST., SUITE 700 WESTMINSTER, COLORADO 80021 (303)665-5505 LEGAL DESCRIPTION PLOT PLAM IFTAIL'S! LCT 7 FRONT: 30' SCALE 1"=20' QUAIL HOLLOW SUBDIVISION REAR: 15' J08 NO. CSH.WHCC01 CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON SIDE. 15' DATE: 1/6/16 4x$ 5 288 drn 4 02-7" 140 eftr <i 84 ctm Now i y i� 53 � %auttdn 555 �zz7 +l \4 H 111 On ii FC } �]] i t a,. y ): c 4x$ 5 288 drn t , I O&S` 288 chT 1 i y {} 53 � %auttdn 555 �zz7 p 111 On $ l�gw'dar Rady$'y a,. ttt 14r q 4 y c 94x8.9'28i'drer'3 �§ 4xIM",49 am 4x12-7" SMLMn 4x12-7" iY cfm North i 4...12,.7" M de, KRcher AX12,4' 123 ,-t!? t i.� 53 � %auttdn �zz7 _axil 111 On Ulf& ':i Foye I 9 —®r 1 Building Approved Mity of perm'fss issuance of a permit or &PPMV41 of Pb"s"SWft*'wnS and computations sW1 not to a permit for, or an approval of, any v t ` any of the provisions of the building cods or of any truss Pennh presuming to give authority to violate or cancel ft PMVISIM *to* uMina rAdAS nr ^rhs>r P"'di"ancPq Af fho rik Chalk nrrr rear Y'Ol , Quail385 Mr Main Level ,re a Mr Drawn: 385 Quail Ct Plan 3 Basement Approved: Date: lanual D Job Number: 10 • Communities j gli" ,40 Prepared By" Steve Bartunek B&B Heating And Air Conditioning Inc. 4892 Marshatl St Wheat Ridge, CO80023 303-423-7905 Thursday, December 31, 2515 ... ........ .. Rhvac, - Residential & Ught Commercial HVAC Loads Elitasotwore bevelolmi ln.i B & 8 Heating and A/C too, 3386 Ousil Ct Plan 3 i-W-hogit RO ......... ... . .... . .. ...... ..... .... . . . ........... .. . ......... .. ........ .. ... . . ....... ............... .. . ...... .. .... .... . . ...... . ........... ...... .... .. ---- --- --- .... ........... . Project Title: 3385 Quail Ct Plan 3 Designed By: M-A Architects Project Date: 12-3-2014 Client Name: Creekside Communities Client Address, 7901 E Belleview Ave, Suite 250 Client City: Englwood, CO 80011 Client Phone: 303-449-8689 Client E-Mail Address: dcerniglia@creeksidecommunities.cat Company Name: B&B Heating And Air Conditioning Inc, Company Representative, Steve Bartunek Company Address: 4892 Marshall St Company City: Wheat Ridge, CO80023 Company Phone: 303-423-7905 Company Fax: 303-431-6523 Company E-Mail Address: steve@bbheating.com Company Website-, www.bbheating.com Reference City, Denver, Colorado Building Orientation: Front door faces West Daily Temperature RangeHigh Latitude: 39 Degrees Elevation: 5283 ft, Attitude Factor, 0.823 Elevation Sensible Adj. Factor, 0.832 Elevation Total Adj. Factor: 0.964 Elevation Heating Adj. Factor: 0,840 Outdoor Outdoor Outdoor Indoor Indoor Grains Winter: 1 021 n/a 30% 70 3192 Summer: 91 59 15% 50% 75 -39 Total Building Supply CFM: 1,200 CFM Per Square ft.: 0,230 Square ft. of Room Area: 5,228 Square ft. Per Ton: 1,528 Volume (ft3) of Cond. Space-, 48,358 Total Heating Required Including Ventilation Air: a 67,042 Btuh 67.042 MBH (Based On 0.840 Derating) Total Sensible Gain: 26,296 Btuh 82 % Total Latent Gain-, 5,737 Btuh 18 % Total Cooling Required Including Ventilation Air: 32,033 Btuh 2,67 Tons (Based On Sensible + Latent) 3,42 Tons (Based On 77% Sensible Capacity) (and 0,832 Sensible Derating) Rhvac is an ACOA approved Manual J and Manual D computer program. Calculations are performed per ACOA Manual J 8th Edition, Version 2, and RCCA 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, ..... .. .. ... ..... . ............. .... . . . .... .. . .... ........ .. C,.kProgram Files\ElitekRhvac 9kProjects\l 886 South Manor Lane, rh9 Thursday, December 31, 2015, 8,57 Am Rhvac - Rooklential & Light Commercial HVAC Loads Elite sofhore Jnc 8 8 Hosting and A/C Inc, 3386 Quail Ct Plan 3 * --------- - Miscellan us eO . ... . ...... . R M Winter, 1 0,21 80% 30% 70 3192 Summer: 91 59 15% 50% 75 -39.13 At Ma n.. Rung& Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor, 0.00300 0,01000 Pressure Drop: 0.1000 in,wg,/100 ft. 0A000 in,wg JI 00 ft, Minimum Velocity: 650 ft,/min 300 ft,/min Maximum Velocity: 1500 ft,/min 750 ft,/min Minimum Height, 5 in, 0 in, Maximum Height: 12 in, 0 in, WjDkc Infiltration Specified: 0.269 AC/hr aumme]: 0.130 AC/hr 182 CFM 88 CFM Infiltration Actual: 0.269 AC/hr 0,130 AC/hr Above Grade Volume. X -AQ -52Z Cu -ft, X—AU2Z Cu,ft. 10,912 u,ft,/hr 5,269 u.ft./hr Total Building Infiltration, 182 CFM 88 CFM Total Building Ventilation: 0 CFM 0 CFM ___System I— Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1A0 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 (169 CFM), Construction, Semi -Tight, Fireplaces. 1, 13 CFM, Semi -Tight Summer Infiltration Specified: 0.130 AC/hr (88 CFM), Construction: Semi -Tight .. ... ......... . ... . .. .... ... Sum of room airflows may be greater than system airflow because Net� Rec� Sen Lat' Net Sen Sys; Htg Sys Cig Sys' Act Duct Scope Ton Ton. ffon� J ..... . Area' Gain' ..... .. Gain; .... Gain Loss; CFM' C4 .... ..... ... . CFI Size Buddinq . ...... . 2,67 142 1,528 5,228 26,296 5,737 32,033 56,316 800 1,200 1,200 System 1 2,67 3,42 1,528 5,228 26,296 5,737 32,033 56,316 800 1,200 1,200 16x12 HumWification 3,452 Zone I - Clq- 20%, Htq.: 36% 2,530 5,837 1,388 7,225 18,847 285 322 322 7x171 I -Basement/bed#2 221 1,459 -106 1,459 2,529 38 81 81 14 6 2-Basement/bed#1 221 453 -74 453 1,982 30 25 25 1-4 3-Basementtbath 86 651 567 1,218 673 10 36 36 1-4 4-Basement/Family 630 1,424 -218 1,424 5,762 87 79 79 2-4 5-Basernent/Games 368 126 -81 126 1,678 25 7 7 1 4 6-Crawl Space 276 67 -74 67 571 9 4 4 1-4 7-BasementfTheater 248 1,657 1,374 3,031 2,236 34 91 91 16 8-Basement/Mechanical/Unfinished Storage 480 0 0 0 3,416 52 0 0 1_0 Zone 2 - Ciq, . 80%, Mq 64% 2,698 23,716 4,349 28,065 34,016 515 1,309 1,309 18x12 9-Bath 108 1,320 555 1,875 1,065 16 73 73 1__6 10-Guest Suite 210 1,247 -145 1,247 3,295 50 69 69 16 11-Nook 200 2,640 4103 2,640 3,666 55 146 146 17 12-Study If 2 149 2,594 1,112 3,706 1,988 30 143 143 17 13-Laundry/mud 104 1,683 510 2,193 2,531 38 93 93 16 14-Dinning Room 181 1,404 287 1,691 2,739 41 78 78 16 15-fotchen 204 1,304 1,000 2,304 366 6 72 72 2-4 16-Great Room 495 2,002 -100 2,002 3,731 56 111 ill 25 17-Master Bedroom 371 2,399 -199 2,399 4,901 74 132 132 25 18-Master Bath 263 2,133 512 2,645 2,477 37 116 118 17 19-W,LC, 121 769 -110 769 2,275 34 42 42 1_5 20-Foyer 84 490 -35 490 1,634 25 27 27 1-4 2i-Study 208 3,731 1,065 4,796 3,348 51 206 206 1_8 Sum of room airflows may be greater than system airflow because Room System 1 €1 9_ 30 Supply Runauts 1--4 10 36 Zane 1 87 79 2--4 -Basementtbed#2 Built-in 300 750 -Basement/bed#1 Built-in 300 750 3-Basement/bath Built -In 300 750 4-Basement/Family Built-in 300 750 5-Basement/Games Built-in 300 750 6-Grawi Space Bult-Mn 300 750 7-BasernentlTheater Built-in 300 750 8-Basement/Mechanical/Unfinished Built-in 300 750 Storage 56 191 2--5 'erre 2 132 2-5 37 9-8ath Built-in 300 750 10 -Guest Suite Buitt-In 300 750 11 -Nook Built-in 300 750 92- Study # 2 Built-in 300 750 13-Laundry/mud Built-in 300 750 14 -Droning Room Built -In 300 750 15 -Kitchen Built -1n 300 750 16 -Creat Room Built-in 300 750 17 -Master Bedroom Built-in 300 750 18 -Master Bath Built-in 300 750 19-W 1, Built-in 300 750 0 -Foyer Built-in 300 750 21 -Study Built-in 300 750 Cather Ducts in System 1 Sarnnly Main mink Built-in 650 9500 vstern 1 Heating Flow 800 oolintl Flew: 1200 0 0.1 0 43.1 0 0.1 0 0.1 0 t2.1 0 0.1 0 0.i 0 0.1 0 0.1 0 0.1 0 0.1 0 0.1 0 0.1 0 0.1 0 0.'l 0 0.1 0 01 0 0A 0 0.1 0 0.8 0 0.9 0 0.1 410,3 286.6 4119 450.5 79.7 42,4 465.9 w 371.2 350:6 545.4 535.9 4712 394.8 412,5 405,3 485.7 440.7 311.4 310 5913.1 Htg ig Act. Duct 38 €1 9_ 30 25 1--4 10 36 7_.q 87 79 2--4 5 7 1-4 9 4 1.._4 34, i 99 9.6 52 0 1_0 16 73 1_6 50 69 1-6 55 146 9--7 0 143 1--7 38' 93 1._6 41 78 l--6 6 72 2-4 56 191 2--5 74 132 2-5 37 138 1._7 34 42 1--5 25' 27 1-.4 51 206 1-.8 800 EM 1.200 16.12 C -\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane,m9 Thursday, December 31, 2015, 8:57 AM - ------------ ------ ------- by - Residential & Light Commercial HVAC Loads efte software Devef 8 & B Heatina and A/C Inc, 3385 Ouall Ct Plan 3 Total BuildingSummar ............ ----------- ------ .... ... ...... ..... ... . . ..... ... ..... ... ...... .. ... ....... 4A -6-o' Glazing -Double pane low-- e (e 0,20 or less), 583 12,870 0 11,202 1,202 high performance, operable window, e=0.05 on surface 2, any frame, u -value 0.32, SHGC 0,33 11 J, Door -Metal - Fiberglass Core 45,6 1,889 0 602 602 15813-4w-2: Wall -Basement, , framing with R-13 sill to 1482.8 6,547 0 507 507 floor in 2 x 4 cavity, core, 3' R-4 board insulation, plus interior finish, wood studs, 2' floor depth Blanket: Wall -Basement, Custom, R-11 White VynI 148 133 0 18 18 Blanket Insulation 1550-0-10: Wall -Basement, , no insulation or framing, no 396 2,787 0 0 0 interior finish, 10' floor depth 12&2sw: Wall -Frame, R-19 insulation in 2 x 6 stud 1926.9 8,375 0 1,373 1,373 cavity, R-2 board insulation, siding finish, wood studs 1613-38: Roof/Ceiting-Under Attic with Insulation on Attic 2753 4,940 0 3,292 3,292 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-38 insulation 218-20: Floor -Basement, Concrete stab, any thickness, 2 2199.8 2,883 0 0 0 or more feet below grade, R-3 or higher insulation installed below floor, any floor cover, shortest side of floor slab is 20' wide 19A -30p: Floor -Over enclosed unconditioned crawl 5462 1,076 0 249 249 space, No insulation on exposed walls, sealed or ppas§jv R-30 blanket Subtotals for structure: 41,500 0 17,243 17,243 People: 4 800 920 1,720 Equipment, 6,860 6,860 13,720 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 182, Summer CFM: 88 11,363 -1,923 1,273 -650 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidificatio Titer) 9,41 ga tday 3, 0 Total Building Load Totals: 56,316 5,737 26,296 32,033 Total Building Supply CFM: 1,200 CFM Per Square ft: 0,230 Square ft. of Room Area: 5,228 Square ft. Per Ton: 1,528 Volume (ft") of Cond, Space: 48,358 ~ a. a Total Heating Required Including Ventilation Air: 67,042 Btuh 67.042 MBH (Based On 0,840 Derailing) Total Sensible Gain: 26,296 Btuh 82 % Total Latent Gain: 5,737 Btuh 18 % Total Cooling Required Including Ventilation Air: 32,033 Btuh 2.67 Tons (Based On Sensible + Latent) 3,42 Tons (Based On 77% Sensible Capacity) (and 0.832 Sensible Derating) ww Rhvac is an ACOA approved Manual J and Manual D computer program. Calculations are performed per RCCA Manual J 8th Edition, Version 2, and ACOA 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, . ..... ...... .. . IIiiii I I! I !!1!1!1!i 111145 1 11: 1!! !l 111111 1 R11111 _N�m U1 A� Floor %`% Humidification % Roof 9% Floor % Roof % Wall I P t�pl �r° Door 206 C:\Program Res\ lite\ hva \Projectsi1666 South Manor Lanexh9 Thursday, December 31, 2015, 8,57 AM Detailed Room Loads - Room I - Basementlbed#2 (Peak Fenestration Gain Prp., - ----- ----------------- C,.\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane,rh9 Thursday, December 31, 2015, 8:57 As Room is in zone 1, which peaks at 5 pm Calculation Mode: Htg, & c1g, Occurrences: I Room Length-, 17,0 ft, System Number: I Room Width, 110 ft, Zone Number, I Area: 221,0 sq.ft, Supply Air: 81 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 2.4 AC/hr Volume, 1,989.0 cu.ft. Req. Vent, Clg: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 81 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent,,, 0 CFM Runout Air Velocity: 410 Umin. Percent of Supply: 0 % Runout Air Velocity: 410 ft./min. Actual Winter Infil.: 10 CFM Actual Loss: 0.090 in,wg./100 ft. Actual Summer Infil.: 5 CFM W -Wall-151313-4w-2 17 X 9 129 0,051 4.4 566 03 0 43 N -Wall-15) 13-4 13 X 9 117 0.051 4.4 519 0.4 0 41 W -Gs-4A-6-o shgc-0,33 6%S 24 0,320 22.1 530 54.4 0 1,305 Filoollrl-,2II5-12101,3X171'I 221 0.0119 1.3 Subtotals for Structure; 1,905 0 1,389 Infill,: Win,; 10 .0. Sum.: 4,1181, 70, Room Totals, 2,529 -106 1,459 C,.\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane,rh9 Thursday, December 31, 2015, 8:57 As hvac - osWentlat & it Cornmertial HVAC Loads S & S Heating and A/C [no, [Wh Elite Software in"'i. 3386 Ouall Ct Plan 3 1 , .#jR .. . ...... . _Pnsq . .... . ........ .. - --------------- ............ .. . . . ... ...... ... Detailed Room Loads - Room 2 - Basementlbed#1 (Peak Fenestration Gain Procedu Room is in zone 1, which peaks at 5 pm Calculation Mode.- Htg. & c1g. Occurrences: I Room Length: 17.0 ft, System Number: I Room Width: 13,0 ft. Zone Number" I Area: 221.0 sq,ft, Supply Air: 25 CFM Ceiling Height: 9,0 ft. Supply Air Changes: 0.8 AC/hr Volume: 1,989,0 cu.ft. Req, Vent, Dig: 0 CFM Number of Registers, 1 Actual Winter Vent., 0 CFM Runout Air: 25 CFM Percent of Supply., 0 % Runout Duct Size: 4 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 287 ft./min. Percent of Supply: 0 % Runout Air Velocity: 287 Urnin, Actual Winter lnfil.: 7 CFM Actual Loss, 0.079 in.wg,/100 ft, Actual Summer lnfil.: 3 CFM 7R i N -Wall-15B13-4w- 13 X 9 93 0.051 4.4 406 0.3 0 30 E -Wall-15613-4w-2 8 X 9 72 0,051 4A 319 0.4 0 25 N -GIs-4A-6-o shgc-0.33 33%S 24 0.320 22.1 530 14.5 0 349 Floor -216-20 13 X_17 221 0 019 13 290 0,0 0 0 Subtotals for Structure: 1,545 0 404 Infill,:11Wn.1:1 17,110, Slqlrq.,1113.41 147 2,96,411, 11437 0 31312 49 Room Totals; ... . ........ . .... ...... 1,982 -74 453 C�\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane.rh9 Thursday, December 31, 2015, &57 Al ....... ........... . ....... .. -,m-. .............. Rtwac - Residential & Ugbt Commemial HVAC Load$ Elite Software Dsvelopmnt, Inc. I ftn,31 8 8 Heating and A/C fnc 3385 Quail Ct ....... . ........ . ... . ... ... . . ...... ... . ... ........ ... ..... ........ ..... ... ..... .. ... .. ... .. ... . .......... .. I Detailed Room Loads - Room 3 - Basementlbath (Peak Fenestration Gain Procedure) . ...... . .... . . ........... Jai Room is in zone 1, which peaks at 5 pm Calculation Mode: Htg, & c1g. Occurrences: Room Length: 9.3 ft, System Number: Room Width: 9.3 ft, Zone Number: Area: 86,0 sq,ft. Supply Air: 36 CFM Ceiling Height, 9,0 ft. Supply Air Changes: 2.8 AC/hr Volume: 770.6 cu.ft. Req. Vent. Cig, 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 36 CFM Percent of Supply.: % 0 Runout Duct Size: 4 in. Actual Summer Vent., 0 CFM Runout Air Velocity, 412 ft./min. Percent of Supply: % 0 Runout Air Velocity: 412 ft,/min. Actual Winter Infil.: 3 CFM Actual Loss: 0A60 in.wg,/l 00 ft. Actual Summer Infil., I CFM . ..... .. . . ..... ... .. W -Wall-151313-4w-2 9.2 X 9 812 0,051 4.4 369 6.4 0 29 Floor -21 B-20 9.2 X 92 85.6 0.019 13 112 U 0 0 Subtotals for Structure, 481 29 0 Infil.: Win,: 3.1, Sum.: 1,5 65 2,957 192 0,339 -33 22 I�quiprnerit'600 ... .. . .......... ... -00 Room Totals: . ... ........... .. .. ..... .......... 673 567 651 C\Program Files\Elite\Rhvae 9\Projects\1886 South Manor Lane.rh9 Thursday, December 31, 2015, 8:57 Al - ------ -------- _- ---- --- - --- ...... .. . . .... . ... ... ..... . . . ............ ....... ... . ... .... .... Detailed Room Loads - Room 4 - BasementlFamily (Peak Fenestration Gain Procedu ... ........ ... . . . . ...... .... .... .... .. . . .. ........... . .. ......... Calculation Mode: Htg, & c1g. Occurrences, I Room Length: 18,0 ft. System Number: I Room Width: 35,0 ft, Zone Number: I Area: 630,0 sq.ft. Supply Air, 79 CFM Ceiling Height- 9.0 ft, Supply Air Changes: 0,8 AC/hr Volume: 5,670,0 cu.ft. Req. Vent. CIg: 0 CFM Number of Registers: 2 Actual Winter Vent,: 0 CFM Runout Air: 39 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in, Actual Summer Vent.: 0 CFM Runout Air Velocity.- 450 ft./min, Percent of Supply: 0 % Runout Air Velocity: 450 ft./min. Actual Winter Infil," 21 CFM Actual Loss: 0A91 in.wg./100 ft, Actual Summer Infil., 10 CFM 7 _0, 0 N -Wall-95513-4 -2 35 X 9 285 0.051 4.4 1,266 0,3 0 97 E -Wall-155I3-4w-2 18 X 9 132 0,051 4.4 578 0,3 0 43 S -Wall-151313-4w-2 9 X 9 81 0.051 4.4 359 0.4 0 28 N -GIs-4A-6-o shgc-0,33 26%S 30 0,320 22.1 662 14,5 0 436 E -GIs-4A-6-o shgc-0.33 O%S 30 0.320 22A 662 22,5 0 676 Floor -215-20 35 X 18 630 0,019 13 826 U 0 0 Floor -215-20 9.5 X 7 66,5 0,019 13 87 0.0 0 0 Floor -216-20 3 X 11 33 0,019 13 43 0,0 0 0 Subtotals for Structure- 4,473 0 1,280 lnfil.':' 'Win,',2011,6, Sum,: 1-0-,'0 - 435 2.962 1x289 0.331 218 144 Room Totals, 5,762 -218 1,424 C:\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane,rh9 Thursday, December 31, 2015, 8:57 As --- -------- . ..... . Detailed Room Loads - Room 5 - BasementlGames (Peak Fenestration Gain Ptrot edu Calculation Mode: Htg, & c1g. Occurrences, I Room Length, 16.4 ft, System Number: 1 Room Width: 23,0 ft, Zone Number: I Area: 366.0 sq,ft. Supply Air: 7 CFM Ceiling Height: 9.0 ft, Supply Air Changes: 01 AC/hr Volume" 3,312,0 cu,ft. Red. Vent, 0g: 0 CFM Number of Registers: I Actual Winter Vent., 0 CFM Runout Air: 7 CFM Percent of Supply., 0 % Runout Duct Size,- 4 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 80 Urnin, Percent of Supply, 0 % Runout Air Velocity: 80 ft./min, Actual Winter Infil.: 8 CFM Actual Loss: 0.007 in,wg,/100 ft. Actual Summer Infil,: 4 CFM S -Wall-15513-4w- 3 X 9 207 0.051 4.4 918 0.4 0 72 Floor -215-20 13.5 X 13,5 182.2 0.019 1,3 239 0,0 0 0 F11-oor-2111113-2101131IX -1111, 3 1.019 11,13, Subtotals for Structure, 1,200 0 72 lnfil,Win,: 73, Sum.: 3.7 161 2.960 478 0,334 -81 54 Room Totals: 1,678 -81 126 C:\Program FileskElite\Rhvac 9\Projects\1886 South Manor Lane,rh9 Thursday, December 31, 2015, 8,57 AM UVICUMFU fluvill L_vCFU0 rNUVIIJ 1 ............. . ........ ........ Room is in zone 1, which peaks at 5 pro Calculation Mode: Htg. & c1g. Occurrences: I Room Length- 110 ft System Number: I Room Width: 23,0 ft. Zone Number: I Area, 276.0 sq.ft. Supply Air: 4 CFM Ceiling Heigft 4,0 ft, Supply Air Changes: 0,2 AC/hr Volume: 1,104.O cu.ft. Req. Vent, Clg: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air: 4 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 42 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 42 rain. Actual Winter In l.: 7 CFM Actual Loss: 0,002 in,wg./100 ft, Actual Summer lnfil,- 3 CFM . .. ... . �zw W -Wall-Blanket 14 X 4 56 O.013 0,9 Subtotals for Structure: 133 0 18 lnfil.in.. 7,0, Sum.: 3.4 148 2,959 438 0,331 -74 49 Room Totals. 571 -74 67 C:\Program Files\Elite\Rhvac 9kProjectskI886 South Manor Lane.rh9 Thursday, December 31, 2015, 8:57 AM Detailed Room Loads - Room 7 - BasementlTheater (Peak Fenestration Gain Propedy(W ---- - ------ . .. ..... . . .............. .... ... ......... __, . ... . . ....... . ... ...... ... ..... ... ... . .. Room is in zone 1, which peaks at 5 pro Calculation Mode, Htg. & c1g, Occurrences: Room Length: 16,5 ft. System Number: Room Width'. 15.0 ft, Zone Number: Area: 248,0 sq.ft. Supply Air: 91 CFM Ceiling Height: 9,0 ft, Supply Air Changes: 2,5 AC/hr Volume: 2,228.0 cu.ft, Req. Vent, Clg, 0 CFM Number of Registers: 1 Actual Winter Vent,,. 0 CFM Runout Air: 91 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 466 ft,/min. Percent of Supply, 0 % Runout Air Velocity: 466 Urnin. Actual Winter lnfil,: 10 CFM Actual Loss: 0.116 in,wg./l 00 ft, Actual Summer Infil,: 5 CFM E -Wa11-1 5B I 3-4w-2 16,5 X 9 148.5 0 051 4.4 658 0A 0 52 S -Wall-15B13-4w-2 15 X 9 135 0.051 4.4 599 0.4 0 47 Floor -121 B-2015 X111111611,11151 21147,5111 0.10111911 1.3 31,214, 0_.0 Subtotals for Structure: 1,581 0 99 lnfil,: Win,: 10,5, Sum.: 5.1 221 2,962 655 0.330 -111 73 lE,qgipm rtt; _ 1,485 _1,4851 Room Totals: 2,236 1,374 1,657 ---------- ------ - ------- Rhvac - Residential & Light Commercial HVAC Loads 8 & B Heating and A/C Inc, Elite software 3385 Ouaff Ct Plan 3': _99_10j � "-a ..... ........... . .... . Detailed Room Loads - Room 8 - BasementlMechanicallUnfinished Storage (Peak FenestrationGain Procedutp) ----------- . ............... ............ . . . ..... .. . .... . ......... M 7"77 Room is in zone 1, which peaks at 5 pm Calculation Mode: Htg. & cog. Occurrences: I Room Length: 20.0 ft. System Number: 1 Room Width: 24,O ft, Zone Number: I Area: 480,0 sq.ft. Supply Air: 0 CFM Ceiling Height: 9,0 ft, Supply Air Changes: U AC/hr Volume: 4,320.0 cu,ft, Reg, Vent, Clg, 0 CFM Number of Registers 1 Actual Winter Vent. - 0 CFM Runout Air. 0 CFM Percent of Supply.: 0 % Runout Duct Size: 0 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 0 ft./min, Percent of Supply: 0 % Runout Air Velocity: 0 Urnin, Actual Winter Infil.: 0 CFM Actual Loss: 0.000 in.wg,/100 ft. Actual Summer In l,: 0 CFM W -wall S -Wall-15 30-0-1 0 24 X 9 216 0,102 7,0 1,520 0.0 0 0 Floor -21 B-20 24 X 20 480 0,019 1,3 629 0.0 0 0 Subtotals for Structure-, 3,416 0 0 mfi,I.:_Wn,: .0, Sita.: 0.0 0 0 0 0 0 0 Room Totals: 3,416 0 0 .... .. ... .......... . ......... ....... . .. . ..... C,\Program Files\Elite\Rhvac 9\Projects\1 886 South Manor Lane,rh9 Thursday, December 31, 2015, 8-57 A Rhvae - Residential & Light Commercial HVAC Loads 'S & S Heating and A/C Inc, Elite Software Development, Inc. 3385 Ouall Ot Plan 3 Detailed Room Loads - Room 9 - Bath PPP� Fenestration Gain Procedy . ..... ..... ------- ................ Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg. & c1g. Occurrences: I Room Length: 9.0 ft, System Number, 1 Room Width" 12.0 ft. Zone Number: 2 Area: 106.0 sq,ft, Supply Air, 73 CFM Ceiling Height: 10,0 ft, Supply Air Changes: 4,0 AC/hr Volume: 1,080,0 u.ft. Req. Vent. Cig: 0 CFM Number of Registers: I Actual Winter Vent.,, 0 CFM Runout Air: 73 CFM Percent of Supply., 0 % Runout Duct Size, 6 in, Actual Summer Vent.: 0 CFM Runout Air Velocity, 371 ft./min. Percent of Supply: 0 % Runout Air Velocity: 371 ft,/min. Actual Winter Infil.: 4 CFM Actual Loss: 0.074 in,wg,/100 ft, Actual Summer lnfil,: 2 CFM ------------ W -Wall- 1 2E-2sw 9 X 10 78 0,063 4.3 339 07 0 56 W -GIs-4 -6-o shgc-0,33 O%S 12 0.320 22.1 265 421 0 505 UP-Celill-116BI-113811 9_X1_1121 I "I 1 11 1 11 11 018, I'll 11 0,026,1111, 111.13 194. ... 1.2 ......... 0 120 Subtotals for Structure: 798 0 690 Iriff: Win.: 4.3, Sum,: 2.1 90 2,967 267 0,333 -45 30 Equipment 600 600 Room Totals: ........ .. . . . ... ...... . ... . . .. ....... ........ ...... 1,065 .. .. .. . .. ..... .... .. .... ........... .... . . . ...... .... ... . . . .... ......... ............ ... 555 1,320 ... . ..... ........ . ... . .. .. ... -- ----- --- .... ...... Rhvac - Residential & Light Commercial HVAC Loads It $oftware Development, Inc. S & 8 Heatinq and A/C Inc, 3386 Quail Ct Plan 3 A7J .. .... ..... -jW .. ! .... . ... . ...... . ... .. ...... ..... Detailed Room Loads - Room 10 - Guest Suite a re �.Fene's-trall.t.ionl-,G,ali,n--Plro'cledull-111-1)"-_, ... ... . -- ---- Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg, & c1g, Occurrences'. 1 Room LengW 15.0 ft. System Number: I Room Width, 14.0 ft, Zone Number: 2 Area: 210,0 sq.ft, Supply Air, 69 CFM Ceiling Height: 10,0 ft. Supply Air Changes: 2.0 AC /hr Volume: 2,100.0 cu,ft. Red, Vent. CIg. 0 CFM Number of Registers: I Actual Winter Vent., 0 CFM Runout Air: 69 CFM Percent of Supply,: 0 % Runout Duct Size: 6 in. Actual Summer Vent., 0 CFM Runout Air Velocity, 351 Urnin, Percent of Supply: 0 % Runout Air Velocity" 351 ft./min. Actual Winter lnfil.: 14 CFM Actual Loss: 0.066 in.wg,/100 ft. Actual Summer lnfil,: 7 CFM W-Wa11-12P-2sw 15 1O 150 0.063 4.3 652 O.7 0 107 N -Wall-12E-2sw 14 X 10 95 0,063 4,3 413 07 0 68 N -CSIs-4A-6.o shgc-0,33 O%S (2) 20 0,320 221 442 16A 0 322 N -GIs-4A-6-o shgc-0.33 O%S 25 0,320 221 552 16.1 0 403 UP- Ceii-1 6B-38 15 X 14 210 O 026 1.8 377 1.2 0 Subtotals for Structure: 2,436 0 1,151 Infil.: Win., 13.7, Sum.: 6,6 290 2,962 859 0.331 -145 96 Room Totals: ... ....... .. . .... ........... .. .. ....... . ...... ...... .. ............ . .. ... .. . ...... 3,295 . ....... ... ...... .... . -145 1,247 C:\Program Files\Eiite\Rhvac 9\Projects\1886 South Manor Lane.rh9 Thursday, December 31, 2015, 8:57 As . ... .. .... ...... ... . . Rhvac - Rosidontial & Light Commercial HVAC Loads -------- F.Ift $oiftware 0ovelopment, Inc. B & 8 Heatina and AIC Jno. 3386 Ouall Cat Plan 31 Detailed Room Loads - Room 11 - Nook edu .... ........ . .... ...... Fonestration Gain Proc rp) Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg, & c1g, Occurrences 1 Room Length: 16.O ft. System Number: I Room Wdth 12,5 ft, Zone Number: 2 Area, 200,0 sq,ft, Supply Air- 146 CFM Cefling Height,- 10l 0 ft, Supply Air Changes: 4.4 AC/hr Volume: 2,000,0 cu,ft. Req. Vent, Cig, 0 CFM Number of Registers 1 Actual Winter Vent.: 0 CFM Runout Air: 146 CFM Percent of Supply, 0 % Runout Duct Size: 7 in, Actual Summer Vent.: 0 CFM Runout Air Velocity: 545 ft./min. Percent of Supply: 0 % Runout Air Velocity: 545 Urnin. Actual Winter lnfil,: 10 CFM Actual Loss: 0A27 in.wg./l 00 ft, Actual Summer Infil': 5 CFM ko— N -Wail-12 -2s 12.5 X 10 71 0,063 43 309 03 0 51 E -4 all-12E-2sw 8 X 10 32 O.063 43 139 07 0 23 N -GIs-4A-6-o shgc-0.33 O%S 54 0320 22.1 1,192 16.1 0 870 E -Gs-4A-6-o shgc-0,33 O%S 48 0.320 22,1 1,060 25.9 0 1,389 1JP-Cei1-16B-38 16 X 12,5 200 O 026 1.8 359 12 0 239 Subtotals for Structure, 3,059 0 2,572 lnffl.: Wn,: 91, Sum.: 4.7 205 2,961 607 0.332 -103 68 Room Totals: ... ..... . . ... 3,666 ........ . ... .... .... . . . ... .. . ... .. . ......... -103 2,640 ... ... ... . . .... ... . .... .... . -- ------ -------- - ------------ ------- Rhvac - Residential & Ught Commercial HVAC Loads 8 & S Heating and A/C Ino, . ..... Elite Software 3386 uall Ct Plan 3 ......... ...... . Detailed Room Loads - .. Room 12 - St . .......... . ...... ... . ......... y uo�R',( ok Fenestration Gain Procedy Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg, & c1g. Occurrences: 1 Room Length, 115 ft, System Number: 1 Room Width: 11,0 ft. Zone Number: 2 Area: 149,0 sq.ft, Supply Air: 143 CFM Ceiling Height: 10.0 ft, Supply Air Changes, 5,8 AC/hr Volume: 1,485.0 cu.ft, Req, Vent, Clg: 0 CFM Number of Registers-, I Actual Winter Vent.: 0 CFM Runout Air, 143 CFM Percent of Supply,, 0 % Runout Duct Size: 7 in. Actual Summer Vent,: 0 CFM Runout Air Velocity: 536 ft,/min, Percent of Supply: 0 % Runout Air Velocity: 536 ft./min, Actual Winter lnfil, 8 CFM Actual Loss: 0A23 in wg,/l 00 ft, Actual Summer Infil..' 4 CFM . . . . . . . ... . ... . .. W -Wall-12B-2sw 13.5 X 10 110 0.063 4.3 478 0,7 0 78 S -Wall-12E-2sw 2 X 10 20 0.063 4.3 87 0.7 0 14 N -Mall-12 -2sw 2 X 10 20 0.063 4.3 87 03 0 14 W -GIs-4A-6-o shgo-0,33 O%S 25 0,320 221 552 42.1 0 1,052 UP- Ceit-16B-38 13.5 X 11 148,5 0.026 1.8 266 1,2 0 1178 Subtotals for Structure: 1,470 0 1,336 Infil.: Win,8.3, Sum.: 4,0 175 2,960 518 0.331 -88 58 Equipment, 1,200 Room Totals: . ..... .......... ... ... .. ... .......... . .... ... ............ . . .... . . .... 1.988 1,112 2,594 Detailed Room Loads - Room 13 - Laundry1mud (Peak Fenestration Gain ProceduW a - ----- --- ----- . ... .... . . . . ... ........... .. ................... . . . .......... .. ........... . . C'\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane.mg Thursday, December 31, 2015, 8:57 Al Room is in zone 2, which peaks at 3 prn Calculation Mode, Htg, & c1g. Occurrences. I Room Length: 8.0 ft, System Number: I Room Width: 13,0 ft. Zone Number: 2 Area, 104.4 sq.ft. Supply Air: 93 CFM Ceiling Height: 10,0 ft, Supply Air Changes: 5.4 AC/hr Volume: 1,040,0 cu,ft. Req. Vent. CIg: 0 CFM Number of Registers: I Actual Winter Vent,: 0 CFM Runout Air, 93 CFM Percent of Supply,: 0 % Runout Duct Size: 6 in. Actual Summer Vent., 0 CFM Runout Air Velocity: 473 ft./ n. Percent of Supply: 0 % Runout Air Velocity: 473 ftImin, Actual Winter InfiL: 9 CFM Actual Loss: 0,119 in.wg./100 ft. Actual Summer infil.: 4 CFM W -Wall- I 2E-2sw 8 X 10 68 0,063 4,3 296 07 0 48 S -Wall-12E-2sw 10 X 10 78 0.063 4,3 339 0.7 0 56 S -Door-1 IJ 2,8 X 8 22 0.600 41.4 911 13.2 0 290 W -GIs-4A-6-o shgc-0.33 O%S 12 0,320 221 265 42.1 0 505 UP -Cell -16S-38 8 X 13 104 0.026 1.8 187 1,2 0 124 Subtotals for Structure, 1,998 0 1,023 Infil.: Win.: 8.5, Sum., 4.1 180 2.961 533 0,333 -90 60 Equipment: ...... ....... . 600 600 Room Totals: 2,531 510 1,683 C'\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane.mg Thursday, December 31, 2015, 8:57 Al Detailed Room Loads - Room 14 - Dinning Room (Peak Fenestration Gain Prp-cedqW____ ------ - - ---- C�\Prograrn Files\Elite\Rhvac 9\Projects\1886 South Manor Lanexh9 Thursday, December 31, 2015, 8,157 Al Room is in zone 2, which peaks at 3 prn Calculation Mode: Htg, & c1g. Occurrences: 1 Room Length: 12.5 ft, System Number: 1 Room Width: 14,5 ft, Zone Number- 2 Area: 181,0 sq.ft. Supply Air: 78 CFM Ceiling Height. 10.0 ft, Supply Air Changes: 2,6 AC/hr Volume: 1,813.0 cu.ft, Req, Vent, Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 78 CFM Percent of Supply.: 0 % Runout Duct Size: 6 in. Actual Summer Vent,: 0 CFM Runout Air Velocity- 395 ft./min, Percent of Supply: 0 % Runout Air Velocity: 395 ft./min. Actual Winter Infil., 11 CFM Actual Loss: 0,084 in.wg,/100 ft. Actual Summer friff: 5 CFM W -Wall-92 -2s r 8 X 10 80 0.063 4.3 348 0,7 0 57 S -Wall-12E-2sw 14.5 X 10 121 0,063 43 526 07 0 86 S -GIs-4A-6-o shgc-0.33 100%S 24 0.320 22.1 530 16.1 0 387 Lip -Cell -1613-38 12,5 X 14,5 181,2 0.026 1,8 325 12 0 217 UP-Ceil-1613-38 6 X 9.2 55,5 0,026 1,8 100 1.2 0 66 1212 U34 2.O 243 0.5 0 56 Subtotals for Structure,- 2,072 0 869 lnfil,, Win,: 10.7, Surri.: 5.2 225 2.964 667 0,333 -113 75 _ Peqptp:_200 lat/ppr,,2,3Qsenjer, p 400 Room Totals: 2,739 287 1,404 C�\Prograrn Files\Elite\Rhvac 9\Projects\1886 South Manor Lanexh9 Thursday, December 31, 2015, 8,157 Al �' � *� � • �r � �► "" ♦ aha *'` " �» *� '� ;;� +� "' a ` �, Subtotals for Structure: 366 4 244 Infil.: Wn,: 4.4, Surra.: 4.4 4 4 4 4 4 4 People. 244 tat/per, 234 sen/per: 2 444 464 guprnent. 44 Room "totals; 366 1,000 1,344 :\program Fileslplite\Rhvac 9\projectsi1886 South Manor Lane.rh9 Thursday, December 31, 2415, 6.57 Ail .� un Froom is in zone 2, which peaks at 3 pm Calculation lode: Htg. & clg. occurrences: 1 Room Length: 16.4 ft. System Number: Froom Wdth: 12.6 ft. Zone Number, 2 Area: 244.4 s.ft. Supply Air: 72 CFM Ceiling Height, 1U ft. Supply Air Changes: 21 AC/hr Volume, 2,444.4 cu.ft. Red, Vent. Ig: 4 CFM Number of Registers: 2 Actual Minter Vent.: 4 CFM Runout Air: 36 CFM percent of Supply.; 4 °r" Runout Duct Size: 4 in. Actual Summer Vent.: 4 CFM Runout Air Velocity: 413 ft./min, percent of Supply: 4 % Runout Air Velocity: 413 ft,/min. Actual Writer Infil.: 4 CFM Actual moss: 4.161 in.vrg.1144 ft. Actual Summer Infil.: 4 CFM Subtotals for Structure: 366 4 244 Infil.: Wn,: 4.4, Surra.: 4.4 4 4 4 4 4 4 People. 244 tat/per, 234 sen/per: 2 444 464 guprnent. 44 Room "totals; 366 1,000 1,344 :\program Fileslplite\Rhvac 9\projectsi1886 South Manor Lane.rh9 Thursday, December 31, 2415, 6.57 Ail ... ........ .. . . .............. Rh vac - Residential & Uoht Commercial HVAC Loads --- ----- -- ----- --- Elko software Development, 8 & 8 Heating and A/C Inc, 3385 Quail Ot Plan 3 Pawn-] Detailed Room Loads - Room 16 - Great Room f kfenestration Gain Procedy .. .. ........... . ....... .. ..... . ...... Room is in zone 2, which peaks at 3 pm Calculation Mode. Htg. & c1g. Occurrences, 1 Room Length: 24.8 ft, System Number: I Room Width: 20,0 ft. Zone Number, 2 Area: 495,0 sq,ft, Supply Air: 111 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 13 AC/hr Volume: 4,950.0 cu.ft. Req, Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Runout Air: 55 CFM Percent of Supply.. 0 % Runout Duct Size: 5 in, Actual Summer Vent,: 0 CFM Runout Air Velocity, 405 ft./min. Percent of Supply: 0 % Runout Air Velocity: 405 ft./min, Actual Winter lnfil,: 9 CFM Actual Loss: 0,113 in,wg,/100 ft. Actual Summer Infil,: 5 CFM N -Wall- 12 E-2sw 20 X 10 122 0.063 43 530 03 0 87 N -GIs-4A-6-o shgc-0,33 O%S (2) 36 0.320 221 794 16.1 0 580 N -GIs-4A-6-o shgc-0.33 O%S 42 0.320 221 927 16,1 0 677 U P-Ceil- 1 6B-38 24,8 X 20 495 0,026 1'8 888 1,2 0 592 Subtotals for Structure'. 3,139 0 1,936 Infil,: Wim, .5, Sum,: 4.6 200 2.960 592 0.330 -100 Room Totals: .. ... . ....... . . .. ..... .... ..... .. ... 3,731 -100 2,002 C,\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane.rhg Thursday, December 31, 2015, 8:57 Am -- ---- --------- 1-1-111 __II_I .... .. ........__.'' .. . ..... . ...... .... .. .. 1-11-1-11- --- -11-11 ..... ... .... Detailed Room Loads - Room 17 - Master Bedroom (Peak Fenestration Gain C:\Program Files\Elite\Rhvac 9\Projects\l 886 South Manor Lane. rh9 Thursday, December 31, 2015, 8,157 AM Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg, & c1g, Occurrences: 1 Room Length: 24.8 ft. System Number: 1 Room Width: 15,0 ft. Zone Nurnber: 2 Area: 371,0 sq,ft. Supply Air: 132 CFM Ceiling Height- 10.0 ft. Supply Air Changes-, 2.1 AC/hr Volume: 3,7110 cu,ft, Req. Vent. Clg- 0 CFM Number of Registers: 2 Actual Winter Vent, 0 CFM Runout Air: 66 CFM Percent of Supply.: 0 % Runout Duct Size: 5 in, Actual Summer Vent,: 0 CFM Runout Air Velocity: 486 Umin. Percent of Supply: 0 % Runout Air Velocity: 486 ft./min. Actual Winter lnfil.: 19 CFIVI Actual Loss: 0.162 in,wg,/l 00 ft, Actual Summer lnfil.: 9 CFM N -Wall-12E-2sw 15 X 10 105 0,063 4,3 456 01 0 75 E -Wall-1 2E-2sw 24.8 X 10 217,5 0.063 43 945 07 0 155 N -GIs-4A-6-o shgc-0,33 O%S 45 0.320 22.1 994 161 0 725 E -GIs-4A-6-o shgc-0.33 O%S (2) 30 0.320 22.9 662 28,9 0 868 UP- Ceit-16B-38 24,8 X 15 371.2 0.026 1,8 666 1.2 0 444 Subtotals for Structure: 3,723 0 2,267 11'rifiIII., Win.: 18.8, SUM."9.11 398 2,364 9x178 0.332 -999 9321 Room Totals: 4,901 -199 2,399 C:\Program Files\Elite\Rhvac 9\Projects\l 886 South Manor Lane. rh9 Thursday, December 31, 2015, 8,157 AM Rhvac - Residential & Light Commercial NVAC Loads Elite Software Development, Inc. ! 'I 8 & S Heating and At lnc, 3385 Quail Ct is 31 etledRoom Loads - Room 18 - Master Bath Fenestration Gain Procedu .... . .. ..... ----------------- ads ..... .......... . ... . ...... . . . . ........ .. Gain . . .. .. .... ....... Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg, & c1g, Occurrences- 1 Room Length: 17.5 ft, System Number: I Room Width: 15.0 ft, Zone Number: 2 Area: 263.0 sq.ft, Supply Air, 118 CFM Ceiling Height-, 10,0 ft. Supply Air Changes: 27 AC/hr Volume: 2,625,0 cu.ft, Req. Vent, CIg: 0 CFM Number of Registers.- I Actual Winter Vent., 0 CFM Runout Air- 118 CFM Percent of Supply.: 0 % Runout Duct Size: 7 in, Actual Summer Vent,, 0 CFM Runout Air Velocity: 441 ft./min, Percent of Supply: 0 % Runout Air Velocity: 441 Urnin. Actual Winter Infil.: 8 CFM Actual Loss- 0.084 in,wg./I 00 ft, Actual Summer lnfil,: 4 CFM '13 E -Wall-12 42s 17.5 X 10 139 0,063 4.3 604 07 0 9 E -CSIs-4A- -o shgc-0.33 O%S (3) 36 0.320 22.1 795 28,9 0 1,041 UP -Cert -16B-38 17,5 X 15 262.5 0.026 1.8 471 12 0 314 Floor -19A-30 950 3. ...... 0.034 2,0 89 0.5 0 21 Subtotals for Structure: 1,959 0 1,475 friff, Win,8.3, Sum., 4.0 175 2.960 518 0,331 -88 58 E�qpi ent� Room ToWs-1 2,477 512 2,133 ..... . . ...... .. .. ............ ... . . .. . . ... .... . ... C:\Prograrn Fi1es\Ehte\ire hvac 9kProjects\1886 South Mas.. Thursday, December 31, 2015, 8,57 Al . . .................. Rh vac - Residential & U9ht Commercial HVAC Loads ............... Elite SofWare Development, inc. I i 8 & B Heatinq and A/C inc 3386 Quail Ot Plan 3 ....... . .. . .. . . ........ . .... 2 ... .. . ........ Detailed Room Loads - Room 19 - W 1� Q� Fenestration Gain Procedu . . ........ .... . .... . . ... . . . .... ... . .... ........ Room is in zone 2, which peaks at 3 pm Calculation Mode'. Htg, & c1g, Occurrences: 1 Room Length: 11,0 ft, System Number: 1 Room Width: 11.0 ft. Zone Number, 2 Area, 121.0 sq.ft, Supply Air: 42 CFM Ceiling Height, 10.0 ft. Supply Air Changes, 2A AC/hr Volume" 1,210.0 cu,ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent,, 0 CFM Runout Air: 42 CFM Percent of Supply.: 0 % Runout Duct Size, 5 in, Actual Summer Vent., 0 CFM Runout Air Velocity, 311 ft,/min. Percent of Supply: 0 % Runout Air Velocity: 311 Umin, Actual Winter lnfil,, 10 CFM Actual Loss: 0.068 in,wg,/ 100 ft, Actual Summer Infil.: 5 CFM E -Wall- 1 2E-2sw 11 X 10 98 0.063 4,3 426 01 0 70 S -Wall-I 2E-2sw 11 X 10 110 0,063 4.3 478 0.7 0 78 E -GIs-4A-6-o shgc-0.33 O%S (3) 12 0,320 22.1 264 29,0 0 348 UP-Ceit-16B-38 11 X 11 121 0,026 1.8 217 1.2 0 145 3 11 X 11 Floor-19A-Qp 121 0,034 2.0 238 0 5 0 55 Subtotals for Structure: 1,623 0 696 Infil., Win.: 10.4 Sum.: 5,0 2 2. 64. 0.31321, 110 73 Room Totals: ........ ........ ......... . ... .. . ... ............. ... .. .. .... .. .... .... . ....... ... .. .......... 2,275 ........ ... . ...... . ....... .... .. .... . . -110 ... .... ... 769 C,\Program FileskElitekRhvac 9\Projects\1886 South Manor Lane.rh9 Thursday, December 31, 2015, 8:57 As ....... ...... .. Rhvac - Residential & tvht Commercial HVAC Loads Elite Software Developowrat, Inc. 8 & 8 Heatina and A/C Inc, 3385 Ousil Ct Plan 3 - - ------ ---- Detailed Room Loads - Room 20 - Fodure) fpq�*Fqnestraltlidn Gain Pro ce Room is in zone 2, which peaks at 3 pm Calculation Mode, Htg, & clg. Occurrences: 1 Room Length: 12.0 ft, System Number: 1 Room Width: 7.0 ft, Zone Number: 2 Area: 84.0 sq.ft. Supply Air: 27 CFM Ceiling Height- 10.0 ft, Supply Air Changes: 1.9 AC/hr Volume: 840.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers, I Actual Winter Vent.: 0 CFM Runout Air: 27 CFM Percent of Supply,: 0 % Runout Duct Size: 4 in, Actual Summer Vent., 0 CFM Runout Air Velocity: 310 Urnin, Percent of Supply: 0 % Runout Air Velocity: 310 ft./min. Actual Winter lnfil,, 3 CFM Actual Loss: 0,092 in.wg./100 ft, Actual Summer lnfil,: 2 CFM S -Wall-1 2E-2sw 7 X 10 46.4 0.063 43 202 0,7 0 33 i S -Door-11J 3.5 X 6 23.6 0,600 41.4 978 13,2 0 312 UP -Cel -16B-38 12 X 7 84 0.026 1,8 151 12 0 100 Floor -19A -30p 7 X 7 49 0.034 2,0 96 0,50 .. . ... . .... .. .. 22 . ..... .......... .. .. ...... ... . .... Subtotals for Structure; 1,427 0 467 lnfjll., n,,, .3, Sum,:111111,16 Room Totals, . ............. . .... .... . .... . ..... ... . ..... . .. ... 1,634 -35 490 C�NProgram FileskElite\Rhvac 9\ProjectsNI886 South Manor Lane.rh9 Thursday, December 31, 2015, 8:57 Al Rhvac - Residential Light Commercial HVAC Loads ------------------- ............ . ... Elite Software Development, Ino. 8 & 8 Heating and AIC Inc, 3386 Quail Ot Plan 3 Rklgq. 4 yh ,0 _Q Detailed Room Loads - Room 21 - Stuoy(Pep�,.Fenestrafion Gain Proceduro .. ........ .... .... ...... Room is in zone 2, which peaks at 3 pm Calculation Mode: Htg. & c1g. Occurrence 1 Room Length: 16,0 ft, System Number, I Room Width: 13.0 ft. Zone Number 2 Area: 208,0 sq,ft. Supply Air: 206+! i Ceiling Height, 10,0 ft, Supply Air Changes: 5,9 AC/hr Volume- 2,080,0 u.ft, Req. Vent. CIg: 0 CFM Number of Registers: 1 Actual Winter Vent. 0 CFM Runout Air: 206 CFM Percent of Supply.- 0 % Runout Duct Size: 8 in. Actual Summer Vent,, 0 CFM Runout Air Velocity, 590 Urnin, Percent of Supply: 0 % Runout Air Velocity: 590 Urnin. Actual Winter Infil,: 10 CFM Actual Loss: 0,124 in.wg,/100 ft. Actual Summer lnfil.; 5 CFM E -Miall-121 -2sw 2 X 10 20 0.063 4,3 87 03 0 14 S -Wall-12E-2sw 13 X 10 76 0.063 4.3 330 0.7 0 54 W -Wall- I 2E-2sw 7 X 10 70 0.063 4,3 304 07 0 50 S -GIs-4A-6-o shgc-0.33 O%S 36 0,320 22.1 795 37A 0 1,347 S -Gs-4A-6-o shgc-0.33 O%S 18 0.320 22.1 397 37.4 0 674 1JP-Cefl-16B-38 16 X 13 208 0,026 1.8 373 1,2 0 249 Floor -1 9!k -30p 11 0.0134 2,011 Subtotals, for Structure: 2,696 0 2483 Infil.: Win.: 10.4, Sum.: 5,0 220 2.964 652 0,332 -110 73 Equipment- 1,175 Room Totals: 3,348 1,065 3,731 C *IkProgram Files\Elite\Rhvac 9\Projects\l 886 South Manor Lane.rh9 Thursday, December 31, 2015, 8-57 Am I Basement/bed#2 221 2,529 42 1-6 410 1,459 -106 81 81 2 Basement1bed#1 221 1,982 33 1-4 287 453 -74 25 25 3 Basementibath 86 673 11 1-4 412 651 567 36 36 4 Basement/Family 630 5,762 97 2-4 450 1,424 -218 79 79 5 Basement/Games 368 1,678 28 1-4 80 126 -81 7 7 6 Crawl Space 276 571 10 1-4 42 67 -74 4 4 7 Basemen heater 248 2,236 38 1-6 466 1,657 1,374 91 91 8 Basement/Mechan 480 3,416 57 1-0 0 0 0 0 0 ical/Unfinished Storage one Zone 1 subtotal 2,530 18,847 317 5,837 1,388 322 322 ---Zone 2--- 9 Bath 108 1,065 18 1-6 371 1,320 555 73 73 10 Guest Suite 210 3,295 55 1-6 351 1,247 -145 69 69 11 Nook 200 3,666 62 1-7 545 2,640 -103 146 146 12 Study # 2 149 1,988 33 1-7 536 2,594 1,112 143 143 13 Laundry/mud 104 2,531 43 1-6 473 1,683 510 93 93 14 Dinning Room 181 2,739 46 1-6 395 1,404 287 78 78 15 Kitchen 204 366 6 2-4 413 1,304 1,000 72 72 16 Great Room 495 3,731 63 2-5 405 2,002 -100 Ill ill 17 Master Bedroom 371 4,901 82 2-5 486 2,399 -199 132 132 18 Master Bath 263 2,477 42 1-7 441 2,133 512 118 118 19 w1c, 121 2,275 38 1-5 311 769 -110 42 42 20 Foyer 84 1,634 27 1-4 310 490 -35 27 27 21, S 208 3,348 56 1-8 590 3,,731, 1,065 206 206 Zone 2 subtotal 2,698, 34,016 572 23,7 1,6 4,349 1,309 1,309 Humidification 3,452 .. .. .... . ... ..... . System 1 total 5,228 868 26,296 5,,73,7_ 11,452, 1,206 System 1 Main Trunk Size: 16x12 in. Velocity; 900 ft./min Loss per 100 ft.: 0.100 in,wg Note: Since the system is multizone, the Peak Fenestration Gain Procedure was used to determine glass sensible gains at the room and zone levels, so the sums of the zone sensible gains and airflows for cooling shown above are not intended to equal the totals at the system level. Room and zone sensible gains and cooling CFM values are for the hour in which the glass sensible gain for the zone is at its peak. Sensible gains at the system level are based on the "Average Load Procedure + Excursion" method, sus Brand- XR90 XB13 Description, Natural Gas or Propane Furnace Standard Air Conditioner Efficiency: 92.1 AFUE 13 SEER Sound: 0 0 Capacity: 93,000 Btuh 46,000 Btuh C:\Program Files\Elite\Rhvac 9\Projects\1886 South Manor Lane.rh9 Thursday, December 31, 2015, 8,57 As .. ..... ........ ..... ........ . .... . . ........ .... . ......... - - ------------------- ----- . . ............ Room Load Summ - ---- - ---- . . ....... ......... . ......... . .......... .. . ........ . .. .. .. ........... ........ . . .... . ...... ............ . ....... .... ...... goo Sensible Capacity ©> 31,500 Btuh ®< Capacity: n/a 10,500 Btuh I AHRI Reference No.: We 547472 " i y of r: The iss s cv of s permit sir' ,specirici snd COMPUtations shall not be s permit for, or s vst of, any viiijam 8AY Of the r visio s of the building Grads or of any City ordinatives, Permits Presuming to give authority to wlate or cancel the provisions ir residing f0d0s 0r Other ordinances Of the City shall not be v T,a$ EAYOU7 IS Ti* Sott 30tAPP FLA FAMCAIJON MUS SCS AND VOIDS AU FCkEWOUS AR"TE,"At. 04 CYPI R 'avba f dYpt�ti Rt M W Aran A"5gXo dAP,LAt°t MAT Q%C MCi M AFfr E APW T&4na wxs,M Pt @s.�?'(, _. w.d.�. ...._... .,boa . �.. THIS 15 A TRUSS PLACEMENT OSA-AM GCW9.Y The tna M Iot d roe bid W w WAd ro5 reprraxerfs^to d _._,.. rW d Aro tPe 6wwN, *6r t the xg. 6-6. t 1P. b w" dcag . Sa «mf vki mid * K.." fe h ,—&.4W-,Kkd ,hA PE -1 dew , The 9 Wag dna gx, Erxi'wg n! tPoa rwp$ A+d ft zyo- m rAa! ? tks w'eraN xa+vs The cMearyn of the YsuRC Y Dt+Yu'4sram Muds,§ he ia.�m, pm�x, iL. wad un%mns fhb ..P—%Afl ly 0 it... Su W" da 5 . p V—W YO",din prw ", —.0 S -i4 and wmud —e."O' k f— It. Tana# PWI. iaMYUS , %3 010.41k, C k AGufrr N, WE 5M79 t, n�Acsne�r�T ��a��a 1 0w&+Cnrct:__., � 0r.a�s NtarphY_M.�,m ti PROBUIld ( .Xvh Nm.•.m.�.,_. d�N AlRPt3K5 m�.s.m. " i y of r: The iss s cv of s permit sir' ,specirici snd COMPUtations shall not be s permit for, or s vst of, any viiijam 8AY Of the r visio s of the building Grads or of any City ordinatives, Permits Presuming to give authority to wlate or cancel the provisions ir residing f0d0s 0r Other ordinances Of the City shall not be v T,a$ EAYOU7 IS Ti* Sott 30tAPP FLA FAMCAIJON MUS SCS AND VOIDS AU FCkEWOUS AR"TE,"At. 04 CYPI R 'avba f dYpt�ti Rt M W Aran A"5gXo dAP,LAt°t MAT Q%C MCi M AFfr E APW T&4na wxs,M Pt @s.�?'(, _. w.d.�. ...._... .,boa . �.. THIS 15 A TRUSS PLACEMENT OSA-AM GCW9.Y The tna M Iot d roe bid W w WAd ro5 reprraxerfs^to d _._,.. rW d Aro tPe 6wwN, *6r t the xg. 6-6. t 1P. b w" dcag . Sa «mf vki mid * K.." fe h ,—&.4W-,Kkd ,hA PE -1 dew , The 9 Wag dna gx, Erxi'wg n! tPoa rwp$ A+d ft zyo- m rAa! ? tks w'eraN xa+vs The cMearyn of the YsuRC Y Dt+Yu'4sram Muds,§ he ia.�m, pm�x, iL. wad un%mns fhb ..P—%Afl ly 0 it... Su W" da 5 . p V—W YO",din prw ", —.0 S -i4 and wmud —e."O' k f— It. Tana# PWI. iaMYUS , %3 010.41k, C k AGufrr N, WE 5M79 t, MiTeK IMITek USA, Inc. 7777 Greenback Lane Suite 109 �ilws 86+46 C The truss drawing(s) referenced below have been prepared by MiTek CT A., Inc, under my direct supervision based on the parameters provided by ProBuild South (Littleton, CO). Pages or sheets covered by this seal: R46274065 thru 846274096 My license renewal date for the state of Colorado is October 31, 2017, Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. IMPORTANT NOTE: Truss Engineer's responsibility is solely for Suitability of truss d igns for any particular building is the responsibility • the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. January 7,2016 Hernandez, Marcos The seat on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI I. -- — _-,_-__._.t i`,_,____.____g,_-L4___ _------ 1 M 3x4- 1.-3 1 t 3X4 "- RRITENEW LOADING (psf) I SPACING2-0-0 1 CSL TCLL 400 1 Plate Grip DOL 1,00 TC 0,85 TCDL 10�0 Lumber DOL 1.00 BC 0,37 BCLL 0,0 Rep Stress Iner NO WB 0,29 BCDL 5.0 Code iRC2012frPI2007 (matrix) LUMBER- TOP CHORD 2x4 SPF No-2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No,21ftab REACTIONS, (lb/size) '7=194/Mechanical, 10-155310-5-8 Max Upffl7=-106(LC 3) Max Gras 7-216(LC 4), 1 0=1 553(LC 1) FORCES. (to) � Max, Comp./Max, Ten, - Ali forces 250 (to) or less except when shown. TOPCHORD 1-2=011544, 2-3=011546,3�4=0/759,4-5=01759 BOTCHORD 9- 1 G= -75910, 8-9--75910, 7-8-355/229 WEBS 1-10-1737/0, 5-7=-2481383 3-10--1377/0, 5-8=-578/0 DEFLin (too) I/defl Ud Veft(LL) -005 7-8 >999 480 Vert(TL) -0,12 7-8 >766 360 Horz(TL) 401 7 aid bra Weight: 41 to FT = O%F, 0`%E BRACING- TOP CHORD Structural wood sheathing directly applied or 9-9-4 oc purfins, except end verticals, BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10- 11, NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to geder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 7. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 6) Recommend 2x6 stiongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-104 (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase -1,00, Plate Inerease=1,00 Uniform Loads (pff) Vert! 7-11-«10, 1-6-100 Concentrated Loads (lb) Vert: 1-700 AwARNalso. velar design p.swons andREAD NOTES ON THIS AND INCLUDEVAOTEX REFERANCEPAOES"P7473 —, stividel""S BEFORE USE Design valid for use onlyMlis tofteinsill, connector$, rhu design is based or ri vpor� parameters shown, and Is tear on indbridual bulking component, not I a truss system, fierwe use, the builklinks designer must vesifir the obakabil ly of design parameters and grander incorbOrcie Ihh design into the overast Wining design. Iscicing indicated is to prevent buckling of incividud truss web and/or chord members only. Additional reshfcocsry and pentruarrent bracing is rdwssys required for stability and to prevent collapse svito possible- personal thistly and property damage. For general guidance regarding the fabsicasion, storage, derrvers, erection and bracing of trusses and tisessysterns, see ANSI/TPII QuallyCrittakk DSI -89 and SCSI guildInSiComponent Safety Information ovaiiable from frvss Plate Institute. 218 N. Lee Street, Suite 311 Akadhdrkl,VA 22314, 4x4 =230 G1 3 41x3 tl 53xa = 53x4 13 axe = SL7 S?..------ Plat.t}t4sets�XY) ,..-,:-- LOADING (pso ]] SPACING- 2-0-0 CSC. DEFL. to (toe) sidefi Ltd PLATES GRIP TOLL 40,0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.04 7-8 >999 480 MT20 1971144 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -13,09 7-8 >971 360 BCLL 0Z Rep Stress Ina NO ViS 0 17 Horz(TL) 0.01 7 are pro b t T ORIF OSE Weight: 35 BCDL 5,0 God. iRC2012iTP12007 (Matrix) LiiMGEFt. TOP CHORD 2x4 SPF No.2(fiat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 ec puffins, except SOT CHORD 2x4 SPF No 2(ftat) BS 2x4 SPF No.2(fiat) BOT CHORD end verticals. Rigid calling directly applied or 6.0-0 oc bracing. REACTIONS, (lb/size) 7:354tMechan cai, 10=123010-5-8 Max Gran 7-356(LC 4), 10.12 0(LC 1) FORCES, (to) - Max. Corrip,liatals, Ten.. All forces 250 (db) or less except when shown. TCP CHORD 1.2=01397, -3=01399, 3-4=-479145, 4-5--479145 BOT CHORD 9-10-451479,8-9=451479, 7-801574 BS 2-10=-25610, 1-10=-821/0, 5-7=-62010,3-10=-88810 NOTES. 1) Unbalanced floor Rive loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 43 "Semi-rigid pitchbreaks with faxed heals" Member end fixity model was used in the analysis and designs of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, D6 not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced); Lumber increase=1.00, Plate lncrease-1.00 Uniform Loads (pit) Vert7-11=-10, 1-6=-100 �g O LICPk Concentrated Loads (lb) Vert: 1=-700 aa,•°*•*+.+e' e.e er r 97f6 t0m:' WAkRNINrr, - Venryms.1impanimirlansandREAONOTES ON TMS ANO INCLUDED WFEK REPERANCE PAGE W74711 rev, 1"34015 BEFORE OSE i Design valid Im use only vAth tsiffealb connectors. This design is based on!v upon parameters shown. and is for on indivdduat building component, not t a truss systema before use, the building designer must verity the appracakai&ty of design Parameters and property mcarporote this design Into the ovenni building design. Brocinyg indtcoted is to prevent bucking of hollAduol miss web poorer chord nustr taees only, .Addditonat temporary and permanent or�iuo Is always requked for stob0tty carred to preven@ colap9e win possible personot Erywy and property damage, For gersead guidance regarding the 7777 Greenback Carle fobrk:otinn. storage, delheay erec.f cin and bracing of busses and truss systems, see ANSI/TMI Ctuotity Crtferia, 65884 and 8051 flsr9ding Component sixte 109 Safely information avoilable from Truss Plate dnstefute, 218 N, Lee Streel, SuNe 342, Alexandria, VA 2'),344. a 3X4 11 3*4 1X3 3X4 3x4 It 3x4 2 3 4 5 6 LOADING (Psf) SPACING- 2-0*0 CSL DEFL. in (too) Vdefl Lid TCLL 40,0 Plate Grip DOL 1,00 TC 0,63 Vert(LL) -0,04 7-8 >999 480 TCDL 10,0 Lumber DOL I'Do 8C1:2' Ved(TL) -0,10 7-8 >867 360 BOLL 0,0 Rep Stress Inct, NO M 0.22 Horz(TL) 0.00 7 his No BCDL 5,0 Code IRC2012/T'PI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No,2(fiat) TOP CHORD BOT CHORD 2x4 SPF No,2(flat) WEBS 2x4 SPF No.2(flat) BOT CHORD REACTIONS, (lb/size) 7-276/Mechanical, 10=139110-5-8 Max Uplift 7--23(LC 3) Max Grey 7=285(LC 4), 1 0= 1391 (LC 1) • TOPCHORD 1-2=0/958,2-3=01961, 3-4-171/391,4-5--1711391 BOT CHORD 9-1 0=-391/171 B-9-391/171, 7-8=-1 50/401 VVEBS 1-10=-1 224/0, 5-7=-4331162,3-10---113410,5-8--38710 om Vihnqht37 to FT rs O%F, O%E end verticals, Rigid calling directly applied or6-0-0 Do bracing, Except, 10-0-0 ad bracfng� 10-11, NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girdeds) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 to uplift at joint 7, 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 6) Recommend 2x6 strangbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131'X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced)Lumber increase= 5.00, Plate fncrease=1,00 Uniform Loads (ptO Vert: 7-11=-10, 1-6=_100 Concentrated Loads Ile) Vert: 1=-700 A WARNING • ssepardsafes panismstst. and READ Korea ON THIS AND INCLUDED 40TEKREFERANCE PAGE M-7473 rev. 1041312015BEFFORE USE, Design vote for use only v0h Hues. connectors. This design 4 based on pan parameters shown, and is far on individual building component, not a huss system, Before uye, the building designtsf must verity the opplicablWtu of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of ind,Adual truss web andIrs chord mernbers only. Additional temmxrvy and permanent onscing k always required for stahifity and to prevent cotaspus with poseate personal inkify and property damage. For Direful guidance regarding the fabrication, storage, delNery, vection and bowing of trusses and truss systems, see ANSI/Tril QuallifyCrifedo, DSO -89 and SCSI Bidding Component Safety information owetable frornlasss Plate institute, 2iB N, Lee Street, Suite 312, Alexandria, VA 22314. glum "I'l 7777 Greentsfa Lane settle 109 0.1«8 I-qa ... scatf,-,,,4 3x4 2 114 li 43x4 Its -= 3x6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Itdeft L/d TCLL 40.0 Plate Grip DOL 1,00 TC 0,32 Vert(Li) -0,04 6-7 >999 48€1 TCt2L 10.0 Lumber DOL 1,00 BC 0.31 Vert(TL) -0,09 6-7 >995 360 BOLL 0.0 Rep Stress Iner YES WB 0.96 Horz(YTL) 0,01 6 he nta BCDL 5,0 Code IRC2012trPI2007 (Matrix) LUMBER- rCiP CHORD 2x4 SPF No,2(flat) BCT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(flat) FORCES, (to) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=758/0, 3-4=-75810 BOT CHORD 8-9=01758, 7-8=01758, 6.7=01730 BS 4-6=-78810, 2-9=-800t0 Weighty 321b FT =0°l4r O%E BRACING - TOR CHORD Structural wood sheathing directly applied or 6-0.0 sse purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, NOTES.. 1) Unbalanced floor live toads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 5) Recommend 2x6 strongbacks, on edge, spaced at 10.4-0 oc and fastened to each truss with 3-10d (0.131" X 3'°) nails. 5trongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. January 7,2016 YyARATNO - Vestry design Parameters and READ Notes ON TMS AND INCLUDED AOTEX' REFERANCE PAGE M-7473 rev, 1 2013 BEFORE USE. Design va0a tot use onli, wI€ri minsker comeclors This derstgn is based un!y upon paroneete n shown, and k Eur ori Ersdivtduol bukWing eoraroponent, not 1 a truss sysiern. Before use, the tauiiding designer rood verify the oplg i obpa tY of des h parameters and property hrosissorote this design into the tureroi 3x4 iI 3x3 'ti 1x3 i! A 4 3x6 5 3x4 �s 6 10 9 8 3x4 :w. 7 3x6::. 3x4 = sire ...._.....---------- 111-1._.. �. .e......__ LOADING (psf) ..,�..._ _ 11-.11 SPACING- 2-0.0 1111-. CSI. DEFL. in (foc) Weft Lid PLATES GRIP TOLL 40C Plate Grip COL 1.00 TC 0.49 Vert(LL) -0.18 9-10 *840 480 MT20 1971144 TCOL 14.0 Lumber COI, I= BC 0.67 Vert(TL) -0,29 9-10 >505 360 BCLL O.O Rep Stress Incr YES VVB 0.29 Horx(TL:) 0.03 7 nta nfa eAE Weight A7 3b FT O �rF O._._.__.__.. BCCL 5.0 Cade tRC2012ITPf2007 (Metrix) LUMBER - TOP CHORD 2x4 SPF No..2(flat) BOT CHORD 2x4 SPF No.2(flat) BS 2x4 SPF No.2(nat) REACTIONS. (Midsize) 10=676/Mechanical, 7=67611siechameal FORCES. Ila) -Max, Consp./Max, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 2-3=-1979/0,3-4=-197910,4-5=-1979/0 BOTCHORD 9-10=011355,8-9=0/1979,7-8-0/1355 WEBS 5-7-146210,2-10--1462/0,5-8=01778,2-9=0/778 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purths, except end verticals. BOTCHORD Rigid ceding directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss connections. 4) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x8 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131° X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. ate WARNfNG r Learlty deaign paramofars and READ NorES ON THIS AND INCLUDED WTEK REFERANCE PAGE 5gi4473 rev: ritageiQi5 aEFORE USE. Design vaird for use onk, Me, hrfsTekis connectors. The design k based on itv Upon pcatarneters shown. and 3s Ear can individual building component. not eW a truss system. Before use, the building designer must verity the cxppFcobs'3tty of design parameters enol property incorporate this design into the ovNil' erall t t bulkfing design. Bracing indica#ed Is to Prevent b.ackfing of ins ivids:+al truss web and/or chord members oniy, Addifirtnat temporary and pernnanenl brcar„ing is always reciuked tar stobitity end to prevent cof orde wrth possible personal init” and property aprnages. For general evidence regarding the 17777 Grearitack Lane fabrication, sloroge, defivers, erection and bracing of trusses end truss systems. see ANSI/TKI driaBsy Crtferet, pS8-$P and BCSI Suirding Component suite 169 Satety $ressanatton avaltatale from `russ Plate Insiifute, 2!6 N, Lee;3ireer Suite 312, Atetandrta, 4"A 22334. i_!A&__q t .,1.. 49iP&I-0-4 9--4= l-.71-9--1 R -1-A spacial Special Special Special specoil 3 Special special Special Special Special lOx2OMT20HS = 7x$ 5X6 H =Special Special 34 �l US - Special 44 11 Us FP = 802 = W2 = are I I 3x6 FP =-' pr FP = 44 11 Special ties = 34 it I q `1A lkq A An 1; A 7 A 41 9 10 11 42 12 1334 15 10 1716 19 20 2145 22 46 23 37 36 35 34 33 32 31 30 29 28 ZI 40 6X10 4.6 If Sire Ise Fla 8x12 -" NOTES- . « ,. 812 Ib down at 11-3-8,812 « down at 13-3-8, 399 to down at 13-3-8,816 Ib down at 15-3-8, 399 its down at 15-3-8,816 to down at 17,3-8,399 to down at 17-3-8, 816 to LOAD CASE(S) Standard 1) Dead + Floor Live (balanced), Lumber Increase=1,00, Plate #ncrease=1,0 i Uniform Loads (pit) Vert: 24-37=.101 1.23--100 Concentrated Loads (lb) veru 2=-895(F=-576, B=-319) 10=-988(F=-732, 8=-256) 20=-1056(F=-736, B=-319) 7--847(F=-732„ B-_116) i8= -1056(F=-736, B=-319) 5=-879(F) 38=-185(8) 39=•576(F) 40=-116(B) 41=-847(F=.732, B=-116) 42=-1051(F-_732. B,-_399) 43=-1056(F=_736, B--319) 44=-1056(F--736, B=-319) 45=-1056(F=-736, B--319) 46=-1056(F=-736, B=-319) WARNING • 'Verify design parsroetmrs end READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M-7473 rev, JOA170158EFORE USE, Design voted for use onty vAlh MiTekg9 connectors, This cies' n is teased o upon cuo ehus shower, and is for an friar dual bariiding comfaonen€. i �s � a Muss system, Before use. the building designer rnust verify the orapkc161tity of design porarmters and pros ery incorporate this design into the 011.0.10 �� t ` � bufriling deskn. Sinning indicated is to prevent buckling of tndividuai truss web and/or chard mensbers only. Addifionol fe pry and permanent bracing is csiways required For statiVy and to prevent c..oimpse with oossibte personal injury and properly cfarnege, for general guidance regording the 77 i7 Greenback Lane tob,ication, storage, deVveery, erection and bracng of trusses end truss Symmers, see ANSUT? 1 Quality crgeeto, DS849 and SCSI AuDdtng Comporsent Some 909 Safety tnfortnotton ovorlable from Truss Ptote Inst8lute, 218 N. Lee Street, Suite 312, Atexondtio, LSA 22.314. z 846274071 tD2\Wzzt.PbtashUJupZ,pqdFlyRS,54-KXXMZtyI iBQMApVL.ZWUroeZcOao5C>QQU3NiUVVrzx4R 23wi t� 4 U4 53x4 if 316 3 3xlO = LOADING (psf) SPACING- 2-0-0 TCLL 40,0 Plate Grip DOL 1,00 TCDL 100 Lumber DOL 1 00 BCLL 0.0 Rep Stress Incr NO BCOL 6C Code TRC2012/TP12007 LUMBER - TOP CHORD 2x4 SPF 1650E I .SE(flat) BOT CHORD 2x4 SPF No.2(flat) \AEBS 2x4 SPF No.2(flat) REACTIONS, (lb/size) 6-76/Mecharecal, 9=1238/0 - Max Uplift 6--141(LC 3) Max Grav 6-237(LC 4), 9=1 238(LC 1) E� CS1. DEFL, in (loc) Vdefi Lid PLATES GRIP TC 0,97 1 Vert(LL) -0,10 6-7 >636 480 MT20 197M44 BC 0196 Vert(TL) -0.16 6-7 >404 360 WB 0,22 Horz(TL) -0.01 6 n/a ma (Matrix) Weight: 33 lbFT = O%F, 01/oE BRACING- TOPCHORD structural wood sheathing directly applied or 6-0-0 or, purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing, Except: 10-0-0 at bracing: 9-10. FORCES. (ith -Max, CongalfMax, Ten, -All forces 250 (lb) or less except when Shown. TOPCHORD 1-2-011162, 2-3=011 162, 3-4=-185/596 BOTCHORD 8-9=-596/185, 7 -8* -5961185, 6-7=-5961185 WEBS 1-9=-1313/0,4-6--1991641, 3-9=-1106/0,3-8=0/335 NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girderts) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 to uplift at joint 6. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.9 39" X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber increase--, 1.00, Plate Inerease=1,00 Uniform Loads (pit) Vert: 6-10=-10, 1-5-100 Concentrated Loads (lb) Vert: 1=-500 A WARNING, Verify dinifirripara natis. and READ NOTES ON THIS AND INCLUDED OTEK REFERANCE PAGE W-7473 — 14VO312015 BEFORE USE Design votid far use only oieh rauskel connectors. The design n based oni upon parameters shown, and is for an individual building coarrestrent, not a ictussystern, Before use, The bulsding designer roust verity the appecobi ty of design parameters and proparry incorporate free design into the overall but dIng deogn. Bracing indicated Is to prevent buckling of indiddual truss "a ondlor chain triernbers only.. Additional fearloyary and pemeinent brodrig Is ofrsays requited far stability and to prevent cotoper Win possioxf personryinfuly and property damage. For general guidance regarded the fobricosion, storage, delivery, erection and bracing of trusser and truss systems, see ANSI/TFIT clussilly Ciforlo, DS11-81 and SCU Rislififing Component Safety infornsaflon ovoilable, from Truss Plate insfifule, 2M N. Lee Skeet, Suite 312, Air"randria, VA 22314, 9 c? ISEEZERN r'r'ff,m Scale m 114,5 W Special 4 3X4 10 53X4 0 sm WO ADING (ps(i LOADING SPACING- 2-0-0 I CSI ' OEFL� in (10c) Wall LID PLATES GRIP 480 MT20 1971144 TCLL 40.0 Plate Grip DOL 1,00 , 6 TC 0 9 Vert(LL) �(L02 6-7 -999 TCDL 10,0 Lumber DOL 1.00 BC 0.37 Vert(TL) -0,04 6-7 0999 360 SCLL 0.0 p Rep Stress mcr NO W8 0,23 Horz(TL) 0,01 6 n/a We Weight 34 lb FT = O%F, O%E BCDL 5C Code IRC2012/TP12007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 1,10,2(fta) TOP CHORD BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No,2(fiat) BOTCHORD REACTIONS, (Id/sofe) 6=427/Mechanical, 8=158910-5-8 Max Craft 6=591(LC 4),8=1689(LC 1) FORGES, (lb) -Max. Comp./Max, Ten, - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=011108,2-3-0/1107,3-4=-715/0 BOT CHORD 7-8=01715,6-7=0/984 WEBS 2 -8= -268/0,1-8--124910,4-6=-1062/0,3-8=-1430/0,4-7=-62610,3-7=01466 Structural wood sheathing directly applied or 6-00 or, purfins, except end verticals, Rigid ceiling directly applied or 10-0-0 On placing. NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections, 4) "Semi-rigki pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. X 3" i nails, Strangbacks to Wal --e-4 131" X 3" be attached to walls at iheir outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shalt be provided sufficient to support concentrated load(s) 431 lb down at 3-9-8, and 431 to down at 5-9-8 on top chord, The designiselection of such connection deviceis) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) - LOAD CASE($) Standard 111 Dead + Floor Live (balanced): Lumber tncrease=1,00, Plate Increase -1.40 0 Lit .**#**. / ' * Uniform Loads (pff) Vert; 6.9-10, 1-5--100 H * .so Concentrated Leads {ib) Vert: 1=-500 3=-351 (F) 10=-351(F)' MO 766: N a ONAll- AWARMNG • Visbar des on para tram. and READ NOTES ON THiTS AND INCLopro WTEK REFERANCE PAGE MI -7473 rev. 10MV2015 BEFORE USE Design valid for we only with Milekfaconnectofs. This design h based on� upon poromplaqshowm and e Par onindividual buildho component, t 10 t IMI, a tress sy5rem, Before use, the building designer must ve6fy the oppsi(esta ty of design parameters and propeny incaporofe this design into the overall building design, inacrng indicated is to prevent buckling of Wairvalud truss web and/or chord members only, Additional temporary and permanent bracing WeW is ON'cors recircred for siablity and To prevent colopseWih possible personal erfurs, and property dayerge, For sonsenst Guidance regarding the 1711Greentack Lane fob6ca kcr, storage, delivery, erection and bc:r:�sng of pubes and puss systems, see ANSIAI'll gamilly criteria, D19,89 and BCSI Sending Component 'o'. 109 Safety taformation crvogobfe from Truss Plate Institute, 718 K Lee Street, Suite 312, Aiexondria, VA 222314. ----------- 13x4 It 3x4 2 31x3 0114 Scale: 314'- V 5 1.3 10 ix3 3X6 = LOADING (psi) SPACING- 2.0-0 I CSL DEFL, in (too) Well Lid PLATES GRIP MT20 197/144 TCLL 400 Plate Grip DOL 1,00TC 17.36 Ven(LL) -0,06 6-7 >999 480 TCDL 10,0 Lumber DOL 3.00 SC 0.39 Ved(TL) -OLIS 6-7 >645 360 BOLL 0.0 Rep Stress incr YES WEI 0.18 Horz(TL) I 0.01 6 are n/a FT O , %E Weight 34 Its = %FO BCDL 5,0 Code IRC2012fTP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4SPP No,2(ftat) TOP CHORD ROT CHORD 2x4 SPF No WEBS 20 SPF No2(ttat) BOT CHORD REACTfiDNS, (lb/size) 9=451 /Mechanical, 6-44510-5-8 FORCES. (lb) -Max. Camp./Max. Ten, - All forces 250 (to) or less except when shown. TOP CHORD 2-3-865/0,3-4--86510 BOT CHORD a-9=01865, 7-8=01865, 6-7=0/808 WEBS 4-6=-866/0, 2-9=-930/0 end verticals, Rigid calling directly applied Or 10-0-0 oc bracing. NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) "Semi-rigid pitchbreaks with fixed heels, Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails, Strongbacks to be attached to wells at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. Nil AwAstreagG. verify design paramensrs and READ NOMS ONTMSANO INCLUDEO"rEKREFERANCEPAGE Asd,747',Irev. 10/03/105 BEFORE USE, Dee veresters shown, and is for on indvadurn bvikling component, not tease valid fix use a* with W ekl& connectors, This design is based oel upon PC ,Jss r misten and property ioro rPorote ties design inks she ova ail a system, Before use, the building designer rnust verity the aptakcabi ty of design pora buisdin,g design firocing indicated N to prevent buckling of individud truss veeb andror Chord rnehlbeS only. AdditiOnd temporary and permanent fencing Weft is ahqoys reqvited for sfabRity and to prevent colksisse vAth possible pefsonat injury and property damage, for grMer0i gurnonce, regarding the 7777 Grateduar Lane fabrication, enrage, de4vvy, erection and bracing of trusses and Truss sy0erm, see ANSI/d,il sainuity, Criteria. 0SB-89 and fiCta Sul ding Component Suite 109 Safety information avoksafe tram truss Plate Institute, 218 N. Lee Street, Suite 312, AWxandria, VA 2231C x. ` ( "49274074 F1 Fir or TrUSSt ey ,�._, s" a# 2 fSt s�t3 t __.._ "',�,4g 45'eg 292111E RitTatk irxl,fri s. inc Shu .inra 7x79 St,332a}iB Pmgat ID 2W3a7iPhlachUJupipgdFtyR$54- Vcu_w x1GE wEelYdtlBBknvkJhvwlt,x87AzxijO ,.._ _r.r..1 r.;?.�..?1,w1.2w,al 06„ „,.R• .:.'1.. "Its Scale •= 1.59.9 3x4 = Special Species Special Spedai Special Special Special 3x4 ii 3x6 == 30 -: 3x6 F' r=:: 5x32 -:: 3x4 i! 4113 ;'-:: 3soi FP = 3x4 = 3x4 3X6 1 2 3 4 5 6 7 338 34 S 35 10 36 11 12. 37 93 14 38 15 16 17 i8 t 31 30 29 28 27 26 25 24 23 2221 20 19 3x6 4x6 nw, 3x6 FP ::". 502 .-,.. WO .., 400 :: 3x4 34 34 mw. 3x6 FP �=.. ATTACH PLIES TOGETHER USING USP WS6'r°#" X W SCREWS AS FOLLOWS: 1 ROW @ 24'O.C, IN THE TOP CHORD, 1 ROW 48" O,C. IN THE BOTTOM CHORD, TC JT 7 2 WOOD SERE 6" O.C. TZx`a2. 3�SL._ 1 Plaid t ffsets (X,Y)-- (1 �Edgfs,0-1 8), (4:0-1-8,Edge), (5:0-1-B.Edget, [13:0 1-8,Edge], 11 .07 1 ,Q ti 4j, Sit 0-1-8,Ed e), 121 .0-1 022.9 1 8,Edgel, (27;f-1 -8,0 -0-01, (28 0-1-B Ede X32 0.1 s o 1 01 ... LOADING (psf) � Nry SPACING - 2-0-02-0-0 � CSL DEFL in (fee) Well Lfd � PLATES GRIP TCLL 40,0 Plate Grip DOL 1.00 TC 0 iii Vert(LL) -022 26-27 >946 480 MT20 1971144 TCOL 10.0 Lumber DOL 1.00 OC 0.57 Vert(TL) -0.30 27 >696 360 ROLL 0.0 Rep Stress Inar NO M 0.62 Hprx(TL) 0,05 19 rife rife Weight! 263 its FT 0°tiF 09#E BCDi. 5.0 Cade tRC201tTP120Ci7 (Matrix) ---- LUMBER- BRACING - TOP GRACIGa TOP CHORD 2x4 SPF 165OF 1.5E(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 ric purlins,. except SOT CHORD 2X4 SPF 165OF 1,5E(flat) end verticals. WEBS 2x4 SPF No.2(flat) BOTCHORD Rigid ceiling directly applied or 6-0.0 ac bracing, • w1 # 4 R n11I WARKthia' Verify design parameters and READ -TES ON TNS AND miCLUDE0 AVTEK REFERANCEPAGE AN -7473 rev, IWVVZVIS SEFORE USE, In Design %tid for use onty Win Miffeksts connector$, This design is based on�l upon pensrustleo rho�, and is for an indsviduct building cornponent. not a Wn system, Before use, the building designer must verily the oppocrion fy of design porometisTs sinp property incurporoks trrits draign into the siverali bracing MITek' borkirng design. SmI indicated Is to prevent buckling of indhAdual truss ureb and/or chord members onIy, Arldstionsti Propsuary and pernionent is oNvoys required for 0obifits, and to prevent cogapse vdh posdiste personal injury and property damage, For general guidance regarding she 7777 Greenback Lane fabrication, storage, detiveni, erection and bsocing of1russesond truss systems, See .. Qualitya w DSO -91 w „ : Component LOAD CASE(S) Standard 1) Dead + Fiber Live (balanced) Lumber increase=1 00, Plate lncrease=1,00 Uniform Loads (plf) Vert: 19-31=-10, 1-18=-100 Concentrated Loads (to) Vert: 7=_1100(F) 11=-137(F) 33=-137(F) 34=137(F) 35=-137(F) 36=-137(F) 37=-137(F) 38=-491(F) ,&WAPWNG. alertly design p.anstarand READ NOTES ON rFaS AND INCLUDED ANTEKREFERANCE PAGE AW4473—, Iff"03,70158EFORE USE, De sign vaid for use only with MjekM connecrom This design is based OnT upon poromehns shco&n, and is for an indh4dual butding component, not r the overan a truss system. Before use. the buft,,aq destgner must verify the apphcobitty of design Parameters and property incorporate this design into building design. Bracing hrVcoted is to prevent buckling of hdMdual truss web andlof cooed rnembers, only, Add ftnd ternporon, and permanent tKocing M!Tek' as crWays roqvued for slobMts, and to prevent colkipse with possible personal injury and properly damage. For genenst guidance regordhg the 7777 Greenback Lane ksbdcotEon, voroge, deirver,v erection and bracing of trusses and inns SYSmM see ANSUT?jj Quality Criledis, DS8-89 and SCSI SoAdIng Component Soon 109 Sotelyniformannin ma4able from Truss Note trnbtule, 218 N. Lee Street, Suite 3Q, Akmandria, VA 22314. SfjtWtdCA I 3X4 It 3x90 1 2 31 3X6 314 �= 3x4 3x6 Fic 4 5 6 30 29 28 27 26 3x10srf20H$FP Sx12 300 = (I" Scale - 1:59.9 M ate Cft its ,Y)— [I:Edge,0-1-81,[4:0-1-8,Edgel,15:0-1-8,Edgel.113:0-1-8,Edge),114:0-1-8,0-0-01,118:0-1-8,Edgel,121:0-1-8,Edge],[22.0-1-8,Edgel,[27:0-1-8,0-0-0],128:0-1-8 -Edoel. 132:0-1-8.0-1-01 LOADING (par) SPACING- 2-0-0 CSL DEFL. in (foe) 3/deft Ltd I TCLL 40.0 1 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.2628-30 >800 480 TCDL 10,0 Lumber DOL I 00 8C 0,70 Vert(TL) -0,4028-30 >521 360 BCLL 0,0 Rep Stress Iner YES VVB O 54 Horz(TL) 0.06 19 led n1a BCDL 5 O Code IRC2012ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 1654F I .SE(flatf TOPCHORD BOT CHORD 2x4 SPF 240OF 2,OE(flat) WEBS 2x4 SPF No,2(flat) BLOT CHORD REACTIONS, (Ib/size) 31=761/Mechanical,26=2298/0-5-4,19-75810-5-8 Max Grant 31=832(LC 3), 25-2298(LC 1), 19=827(LC 4) FORCES, (to) - Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=-2766/0, 3-4-2766/0, 4-5=-2923/0, 5-6=-1859/560, 6.7--18"5"91560, 7-8-1859/560, 8-9=013095,9-10-013095, 10-11=-18781535,11-12-18781535,12-13=-18781535, 13-14=-2850127,14-15=-2850/27,15-16=275310,16-17=-2753/0 BOT CHORD 30-31-011 73 7, 29-30=012923, 28-29-0/2923, 27-28=0/2923, 26-27=012923, 25-26--1211/296,24-25=-1200/294,23-24=-12001294,22-23--2712850,21-22--27/2850, 20-21=0/3051,19-20=011741 VVERS 9 -25= -280/0,2 -31=-187510,8-25=-2576/0,2-30-0/1115,8-26=011868,3-30=-32510, 4-30=-2081448,5-26=-1520/0, 5.27=01263,17-19=-187210,10-25=-2584/0, 17 -20 -011096,10-23=011899,11-23=-262/0,15-20=-324/169,13-23=-131610, 15-21--618113 PLATES GRIP U6 Flu = 197/144 400 3X4 H 400 1481108 30 3x4 WIT 8 9 10 11 12 13 14 15 16'...:17 is 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each with by other means. be attached to walls at their outer ends or restrained 25 24 23 2221 20 19 4x90 5x12 3x4 300 3X6 3x6 FP M ate Cft its ,Y)— [I:Edge,0-1-81,[4:0-1-8,Edgel,15:0-1-8,Edgel.113:0-1-8,Edge),114:0-1-8,0-0-01,118:0-1-8,Edgel,121:0-1-8,Edge],[22.0-1-8,Edgel,[27:0-1-8,0-0-0],128:0-1-8 -Edoel. 132:0-1-8.0-1-01 LOADING (par) SPACING- 2-0-0 CSL DEFL. in (foe) 3/deft Ltd I TCLL 40.0 1 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.2628-30 >800 480 TCDL 10,0 Lumber DOL I 00 8C 0,70 Vert(TL) -0,4028-30 >521 360 BCLL 0,0 Rep Stress Iner YES VVB O 54 Horz(TL) 0.06 19 led n1a BCDL 5 O Code IRC2012ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 1654F I .SE(flatf TOPCHORD BOT CHORD 2x4 SPF 240OF 2,OE(flat) WEBS 2x4 SPF No,2(flat) BLOT CHORD REACTIONS, (Ib/size) 31=761/Mechanical,26=2298/0-5-4,19-75810-5-8 Max Grant 31=832(LC 3), 25-2298(LC 1), 19=827(LC 4) FORCES, (to) - Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=-2766/0, 3-4-2766/0, 4-5=-2923/0, 5-6=-1859/560, 6.7--18"5"91560, 7-8-1859/560, 8-9=013095,9-10-013095, 10-11=-18781535,11-12-18781535,12-13=-18781535, 13-14=-2850127,14-15=-2850/27,15-16=275310,16-17=-2753/0 BOT CHORD 30-31-011 73 7, 29-30=012923, 28-29-0/2923, 27-28=0/2923, 26-27=012923, 25-26--1211/296,24-25=-1200/294,23-24=-12001294,22-23--2712850,21-22--27/2850, 20-21=0/3051,19-20=011741 VVERS 9 -25= -280/0,2 -31=-187510,8-25=-2576/0,2-30-0/1115,8-26=011868,3-30=-32510, 4-30=-2081448,5-26=-1520/0, 5.27=01263,17-19=-187210,10-25=-2584/0, 17 -20 -011096,10-23=011899,11-23=-262/0,15-20=-324/169,13-23=-131610, 15-21--618113 PLATES GRIP MT20 197/144 MT20HS 1481108 Weight: 132 lb FT = G%F, O%E Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 cc bracing, NOTES - Iff 1) Unbalanced floor live loads have been considered for this design, Millak' 2) All plates are MT20 plates unless otherwise indicated, 7777 Greenback Larris 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) Refer to for truss to truss connections, 90 Ll girder(s) 6) "Semi-rigid pitchbreake with fixed heels" Member end fixity model was used in the analysis and design of this truss, truss 3-10d (0,131'X T') nails, Strongbacks to 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each with by other means. be attached to walls at their outer ends or restrained 8) CAUTION, Do not erect truss backwards, 766 M01 WARNING � Voilly design rfanmerhv�s and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE ABF7473 M, Nalklaff"S BEFORE mffs� AO,Design Iff voyd fm use only with Musifis connectors. The design is based Ohl upon parameters shown, and Is lar an wdihdufs1 bussing component. not a truss syslem. Before use, the building designer must verity the oprificobIs, of design paronsomr; and properly Incorporate this design into the overall brocing Millak' burning design- lhochg indicated is to prevent buckling of individual truss web ond/w chord members only. AddItional temporary and permanent is cirvesys requked for arrugity and to prevent collapse with possible personal llsion, and properly damage, For general guidance rertclefing the 7777 Greenback Larris AN53/1141 Qualify Conrad, 5$8,89 and 5CSj lisalding Component 40109 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 3€2, Alexandria, VA 22314. ------ 1-11 i I R46274076 F,$, -A- IF' t'o-o-f _T ra's's - iI 3s4 ii WO 2x4 If ID.2W3zzi.PblashUJupZpqdFlyRS54-DintpE'?YLPwofOp6oMYnAtJKRWB812833�_?QifcMli --- --- ------ Scale z 1:30,2 2.4 iI 244 3x4 34 FP 300 3X4 li A .11 6 7 a 9 16 lb 1A I a 11 .e 4X6 axis = 3xlOM720HSFP 7-, 2*4 11 4x I IT 416 2X4 11 9712 74-4 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in {roc) Yang Ud TOLL 40.0 Plate Grip DOL 1,00 TC 0,36 Vert(LL) -028 12-13 >736 480 TCDL 10,0 Lumber DOL 1,00 8C 0,83 Vert(TL) -0A5 12-13 >467 360 8CLL 0.0 Rep Stress Incr YES WL3 0,43 Horz(TL) 0,09 10 old ma SCDL 5,0 Code IRC2012fTP12007 (Matrix) FLATES GRIP MT20 1971144 MT20HS 148/108 Weight: 67 Its FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SPF 2400F 2,0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except GOT CHORD 2x4 SPF 1650E I .5E(ffat) end verticals. VVEBS 2x4 SPF No,2(fiat) ESOT CHORD Rigid ceiling directly applied or 10-0-0 do bracing, REACTIONS. (lb/size) 16=960/Mechanical, 10=96010-5-4 FORCES. (to) -Max, Camp./Max. Ten, - Ali forces 250 (to) or less except when shown. TOP CHORD 2 -3= -336610,3 -4=-336610,4-5--3976/0,5-6-336610,6-7=-336610,7-8=-3366/0 ESOT CHORD 15 -16=012045,14-15=013976,13-14=0/3976,12-13=0/3976,11-12=013976, 10-11=0/2045 4-15=-96310 WEBS 8-10=-220810,2-16=-2208/0,8-11=011431, 2-15=0/1431,7-11=-,305/14,3-15=-305114, 5-11=-96310 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated, 3) Plates checked for a plus or minus 0 degree rotation about its center, 4) Refer to girder(s) for truss to truss connections. 5)"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3') nails. Stiongbacks to be attached to walls at their outer ends or restrained by other means, I AWARNING • ternrydesitia parsinsiowssid READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AW7473 raw M011015 BEFORE USE, Is for individursI bUlding component, not Design void for use onryMth MiTekS connectors, This derilgne based onyyyY U pan parameters shown, and an a truss system. Before use, the building designer rnust verity the ascisficabi ty of design parameters and cXGPVtV hcOrWOte this design into the overall , i bracing Mi ek' building design. Bracing hdicated Is to prevent buckling of Indi0crica Truss web and/or chord members only, Addifionci terroorcin' end psomerernt is ahmoys recturked for stability and lo prevent cogopse voth possints personal frijusy and properly domage. For gessarce guidance regarding the 7777 Greentoldi Lane f trusses and trusyste"u, see sob6cation, slorosse, de4wery, erection and bracing of n e $ishJoe Safety Information avaltabler from Truss Penn traftfie, 218 N, Lee Street, Wre 312, Atexandres, VA 21314. 3.4 11 300 2.4 It 3X4 ` 3x4 2_0 11 3.6 FP;-" WO 1 2 3 4 5 6 7 a o 2,4 is 2x6 9 34 = 3.10MT20HSFP z,- 2X4 If 2X4 if 300 3X10 3x10 = AEdgeLL9 9 1_8 _4A9L1tZP !,A0 TLI0 18 K -0-R-01 LOADING (psi} ;0 DFL. in (loc) Vdall L/d PLATES SPACING- 2;0 1 MT20 GRIP 197/144 0 IC 0,3, TOLL 40.0 Plate Grip DOL 5 VerpLL) -0,24 13 >820 480 TCDL 10,0 Lumber DOL 1.00 PC 0.64 Ved(TL) -OX 12-13 >525 360 MT20HS 1481108 BCLL 0.0 Rep Stress {ser YES WB 0.40 Horz(TL) 0.07 10 ma n/a 64 In FT = O%F, O%E BCOL 5,0 Code IRC20121TP12007 (Matrix)Weight — ----- ..... ...... LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1 5E(fdd) TOPCHORD Structural wood sheathing directly applied or 6-0-0 or puffins, except BOT CHORD 2x4 SPF 1650F 1,5E(gat) end verticats. BOT CHORD Rigid calling directly applied or 10-0-0 ad bracing, WEBS 2x4 SPF No.2(flat) REACTIONS. (lb/size) 16.88510-5-4, 10=87310-348 FORCES, (to) - Max. Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOPCHORD 2-3=-3005/0, 3-4=-3005/0, 4.5=-342710, 5-6-302510,6-7=-302510, 7-8=-302510 BOT CHORE) 15-16-011865, 14-15=0/3427,13-14=013427,12-13=013427,11-12-0/3427, 10-11411897 WEBS 8-10--2028/0, 2-16-201310, 8-11 =011 222, 2-15--0/1235, 6-11 =-27610, 3-9 5--2 7410, 5-11--653/37, 4-15=-667121 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center, 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 no and fastened to each truss with 3-10d (0,131" X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards, AWARNIRO. evartsm,.empnurMors And READ NOTES ON Tt#SANO INCI.UOEDWTEXREFERANCEFIAOEAW-7473rev. 1WO34015 BEFORE USE, Design voila to; use ante Mh MTek,& connectors. This design 4 based or upon porefferters, shown, and is tar on individual building companenl. n0i Not m i so 61 a Mras system fore use, the building designer most verily the oppficqlai ty of design posposeters; and properly hcorporoes the design Erato the oversei building design, firoding Policared 4 to prevent buckling of individual truss web andlog chord members only. Additional lernruxoty and perannent bracing Mffek' is annoys reciusea for siabilify had to prevent colomse v,4fh posours pemorne juinty and property donvete. For general guidance regardhi; the 7777 Greenback Lane Cfffiisda, OS6,89 and BCS/ liffidlin; Component Suite 109 Satery mformeri teovaitable from Tons Plate rnsUtute, 218N Lee Street Wre 312, A Me y VA 22314. Ca cans Nei Tis, h 95fi4t1 ;_ Z5A____4 3X4 f i U10 2 3 iTruss,rype I Sty 1plyPLAN 3 l I 846274078 }Fier s I jjotZ�j .... ... . . ............ 7.640 f, Sep 29 2015 MiTek laduStneC ire. Thu Jan ID:2MzzLPblashUJup7pqdFiyRs54-95veEwOotlAVukzVvnbFFvphD?riMFMRJ9okV7,xliL 0 Scale = 1:57E WO 3A 3x4 Us FP 3.4 WO '.7 4 5 S 7 8 9 10 11 30 29 28 27 26 25 24 23 22 3X6 3x111MT20HSFP 5X12 WO = Us FP = 010 300 = 3o4 = 34 FP= 3X4 3m 2X6 12 13 14 Is 16 17 t4 21 20 19 Is 3XIO U10 ........ . ..... , L4,1P, eoffsets(X,Y)-- (I;Edge,0-1-8), 14:0-1 -8,Edgej, [5:0-1 -8,Edgel, 1120-1 -$,Edge), [110-1 -8,Edgel, 11 7,a 1-8,Edgel, (20.0-1 -8,0-0-01, 121 :0-1-8,Edgel, 126:0- 1-8,0-0-01, 127:0-1-8 LOADING (psf) SPACING- 2-0-0 GSI. DEFL, in floc) Ilded Ud TCLL 40.0 Plate Grip SOL 1,00 TC 036 Ved(LL) -0,28 27-29 >728 480 TCDL 10.0 Lumber DOL I . BC 0,94 Vert(TL) -0,44 27-29 >475 360 00 00 Rep Stress Iner 1 BCLL (ES VV8 0.52 Horz(TL) 0,06 18 me nla BCD1. 50 Code IRC2012)TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1,5E(fiat) TOP CHORD GOT CHORD 2s4 SPF 165OF 1,5E(flat) WEBS 2x4 SPF N0,2(fiat) BOT CHORD REACTIONS. (Itsisize) 30=7671Mechanical, 18=677/0-3-8,24=2212/0-5-4 Max Grav 30=826(LC 3),18-756(LC 4), 24=2212(LC 1) FORCES. (lb) -Max, Comp.lMax, Ten. - Ali forces 250 (ib) or less except when shown, TOP CHORD 2 -3-274510,3-4--274510,4-5=-2888/0,5-6=-1849/384,6-7=-18491384, 7-8--18491384, 8-9=012897, 9-10=0)2897,10-11--1755/574,11-12=-1755/574,12-13=-2526/85, 13-14=-2462t0, 14-15=-246210,15-16=-246210 BOT CHORD 29-30-011722, 28-29=012888, 27-28=012888, 26-27=0/2888, 25-26=012888, 24-25=-10001295, 23-24=-12141351, 22-23=-12141351, 21-22=-8512526, 20-21=-8512526, 19-20--85t2526,18-19=0/1604 WEBS 9-24=-27910, 2-30-185910, 8-24-254210, 2-29-0/1107, 8-25-0/1831, 3-29=-33410, 6-25--251136, 4-29=-246/409, 5-25=-1441/0, 16-18=-1 71310,10-24=-240810, 16-19-0/929, 10-22=0/1723,15-19=-295/0,11-22=-26510,13-19=-113/531, 12-22--1175/0 PLATES GRIP MT20 197/144 MT20HS 1481108 Weight: 128 lb FT = O%F, O%E end verficals. Rigid ceiling directly applied or 2-2-0 fro bracing, NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) All plates are MT20 plates unless otherwise Indicated, 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center. N.00 LIC 5) Refer to girder(s) for truss to truss connections, design of this truss, 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and 3-10d X 3") nails. Strongbacks to ..* ... a.. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with (0,131" be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards, 6766 M: Raas , % ON t AWAffea. Verayeaalfp...l...dateaveorEs ON MS AAD INCLUDED WTEK REFERATaCE PAGE anqw 7473 rev. les0=015SEFORE USE. Deagn valid for use only with &aTeca connectors, Inks design a based only upon sxrarneters sho�, and Is for an Ind'Mcival building crehprrnent. not Hi ssa 0 truss system. Before use, me buRcUng designer must vestry the appitcotal ty of design parameters and property incorporate this design into The overall building deogn, Bracing indicated is to Prevent buckling of individual truss web and/or chord members only. Additional lernpotory and permanent bracing M!Tek' is alvosys reqvired for drabitity and to prevent collapse Wlh rio-tsitAo personal injury and property darr-rarle, for general guidance regarding the 7777 Grelastadr Lane fabric oliom omortyr, delivery, erection and bracing of trusses and truss systems, see ANSf/TF1l Quality Criteria, OSS -89 and ISCSI IhAdifto Component Suite 109 Safety information ovantrible, from Truss Triate institute. M m Lee Street, Suite 311 Alexondsto, VA 22314. JCLrwvftmm,95670...__ Scale * 1:58,2 10212.,__....�._.___...,...._._..__�,�.. __,_,,...m_iZ.�_9..._ _,_,_.-.,,.,__.�...__...,.._..____,..._.,,,, w. ,.__,.._. „�3•�i?:.t.2 ...____�__.__.._...__ Pink offsets (X,Y}_. €1:Edge,01 89. [5:0-1 8,Edge)" 1610- t-8,Edgej, [14:0 1-8, dgel" (15.0-1-8,Edge),118.0 i 8,1}� dgej, [21:0-1-8,Q-0-01, [22. 1 Edgej, {28;11-1 s"tlrCi-itj< (29/1 1-8 �- .Edoel LOADING (psi} SPACING- 2.0-0 1 GSI. DEFL. in (ksc) Well Ud TCLL 40.0 Plate Grip DOL 1,00 TC 0.55 Vert(LL) -0.23 29-30 >907 480 TCOL 10.0 � Lumber DOL 1.00 9C 0.52 Vert(TL) -0.36 29-30 >595 360 BCLL 0.0 Resp Stress lncr YES WB 0,54 1 Horz(TL) 0.05 19 Fila fila BCDL 5.0 Code IRC2012fTPI2007 i (Matrix) LUM ER- BRACING - TOP CHORD 2x4 SPE 2400E 2.0E(fiat) TOPCHORD BOT CHORD 2x4 SPF 2400E 2.0E(flat) LBS 2x4 SPF No.2(f)at) BOT CHORD REACTIONS, (Ibtsize) 31=784/0-3-12,19=66010-3-8, 25=224710-5-4 Max Grav 31-842(LC 3), 19-746(LC 4), 26=2247(LC 1) FORCES. (Bb) - Max. Comp./Max. Ten. - Ail forces 250 (t6) or less except when shown. TOP CHORD 2-3=-280010,3-4=-280010,4-5=-2936/0,5-6=-2936/0, 6-7=-18311404,7-8=-1831/404, 8-9=-18311404, 9-10-013062, 10-11=0/3062,11-12=-1695/685,12-13=-16951685, 13-14=-1695/685,14-15=-2460/175,15-16=-2413/0,16-17=-241310 BOT C4 H?RO 30-31=011765, 29-30=013092, 28-29=012936, 27-28-012936, 26-27-_10391208, 25 -26=-10391208,24-25--1349/292,23-24=-13491292,22-23=-175/2460, 21-22=-175/2460,20-21--175/2460,19-20=0/1580 BS 10-25-•283/0, 2-31=-1905/0, 9-5--2610/0, 2-30-011 1 2 1, 9-27=0/19/±6, 8-27--252132, 4-30=-317/141,6-27=-147810, 4-29=-670143,17-19=-1686/0,11-25=-241910, 17-20-01903, 11-23=0/1743, 16-20=-29'€90„ 12-23=-265%0, 15-20=-70x565, 14-23=-118310„ 5-29=-34/422 PLATES GRIP MT20 1471144 _Weight 130 ta._ .. FT= 0%1`a_C%E,_...... end verlicals, Rigid ceiling directly applied or 6-0-0 do bracing, NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated 3) Plates checked for a plus or minus 0 degree rotation about its center. 4} Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. vNDO LIC 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Tic and fastened to each truss with 3-10d (0.131„ X 3") nails. Strongbacks to kQf. be attached to walls at their outer ends or restrained by other means. ,+ 6) CAUTION, Do not erect truss backwards. ; q1 6766 m WARNING • Verify dirslim paramenes and READ NOTES ON TKS AND INCLUDED "TEX RET=FRANCE PAGE .747.: rev,. 1""015 BEFORE USE, Design valid ter use only with reffekilliscorinecion, This design is based ontfwv upon parameters shown, and Is for on indwSdua6 laviWing component, not a Inas system, Before core, the buRding d esiene€ must veiny the ormIcablio of design parameters and proPedy incorporate this Otsego into the overall building/ design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only, Adddrioncrl tempormy and permanent brocingl ii'e .". is always requ'ved for siabRlty and to prevent compse Win possible personal Injury and property damage. For general guidance regarding the 7777 Gasent a Lane tcacsicatlon, stowgge, delivery, erection and tracing of trusses and truss systems, see ANS#/tilt Quality Criteria. D$849 and SCSI 6udtding Component State 109 Safety information ow el able from Truss Pirate #nnitule 218 N, tee Street. Suite 312, A#exond6o, VA 22314, Carus H„t*igYas,,GA 95$#0__._._. 3x4 -`.. 3x4. i! 300'= 3x4 "-::. 3x4 = Us FP:-- 4x10 ;-: 3x4 Ii 4x3Q :::=. 3z8 FP ::- 3x4 -;-. Us ="= 24 =W 1 2 3 4 5 B 7 8 9 10 11 12 13 14 15 18 17 is 32 3f 30 2a 28 2T 2B 25 24 23 22 21 20 19 Bad :,=- 300 314 =-. 502 = axe Fle == 010 .::-. 3xe FP :w-; 010 --;: 300 '=: 3x19 -":- 10212.,__....�._.___...,...._._..__�,�.. __,_,,...m_iZ.�_9..._ _,_,_.-.,,.,__.�...__...,.._..____,..._.,,,, w. ,.__,.._. „�3•�i?:.t.2 ...____�__.__.._...__ Pink offsets (X,Y}_. €1:Edge,01 89. [5:0-1 8,Edge)" 1610- t-8,Edgej, [14:0 1-8, dgel" (15.0-1-8,Edge),118.0 i 8,1}� dgej, [21:0-1-8,Q-0-01, [22. 1 Edgej, {28;11-1 s"tlrCi-itj< (29/1 1-8 �- .Edoel LOADING (psi} SPACING- 2.0-0 1 GSI. DEFL. in (ksc) Well Ud TCLL 40.0 Plate Grip DOL 1,00 TC 0.55 Vert(LL) -0.23 29-30 >907 480 TCOL 10.0 � Lumber DOL 1.00 9C 0.52 Vert(TL) -0.36 29-30 >595 360 BCLL 0.0 Resp Stress lncr YES WB 0,54 1 Horz(TL) 0.05 19 Fila fila BCDL 5.0 Code IRC2012fTPI2007 i (Matrix) LUM ER- BRACING - TOP CHORD 2x4 SPE 2400E 2.0E(fiat) TOPCHORD BOT CHORD 2x4 SPF 2400E 2.0E(flat) LBS 2x4 SPF No.2(f)at) BOT CHORD REACTIONS, (Ibtsize) 31=784/0-3-12,19=66010-3-8, 25=224710-5-4 Max Grav 31-842(LC 3), 19-746(LC 4), 26=2247(LC 1) FORCES. (Bb) - Max. Comp./Max. Ten. - Ail forces 250 (t6) or less except when shown. TOP CHORD 2-3=-280010,3-4=-280010,4-5=-2936/0,5-6=-2936/0, 6-7=-18311404,7-8=-1831/404, 8-9=-18311404, 9-10-013062, 10-11=0/3062,11-12=-1695/685,12-13=-16951685, 13-14=-1695/685,14-15=-2460/175,15-16=-2413/0,16-17=-241310 BOT C4 H?RO 30-31=011765, 29-30=013092, 28-29=012936, 27-28-012936, 26-27-_10391208, 25 -26=-10391208,24-25--1349/292,23-24=-13491292,22-23=-175/2460, 21-22=-175/2460,20-21--175/2460,19-20=0/1580 BS 10-25-•283/0, 2-31=-1905/0, 9-5--2610/0, 2-30-011 1 2 1, 9-27=0/19/±6, 8-27--252132, 4-30=-317/141,6-27=-147810, 4-29=-670143,17-19=-1686/0,11-25=-241910, 17-20-01903, 11-23=0/1743, 16-20=-29'€90„ 12-23=-265%0, 15-20=-70x565, 14-23=-118310„ 5-29=-34/422 PLATES GRIP MT20 1471144 _Weight 130 ta._ .. FT= 0%1`a_C%E,_...... end verlicals, Rigid ceiling directly applied or 6-0-0 do bracing, NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated 3) Plates checked for a plus or minus 0 degree rotation about its center. 4} Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. vNDO LIC 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Tic and fastened to each truss with 3-10d (0.131„ X 3") nails. Strongbacks to kQf. be attached to walls at their outer ends or restrained by other means. ,+ 6) CAUTION, Do not erect truss backwards. ; q1 6766 m WARNING • Verify dirslim paramenes and READ NOTES ON TKS AND INCLUDED "TEX RET=FRANCE PAGE .747.: rev,. 1""015 BEFORE USE, Design valid ter use only with reffekilliscorinecion, This design is based ontfwv upon parameters shown, and Is for on indwSdua6 laviWing component, not a Inas system, Before core, the buRding d esiene€ must veiny the ormIcablio of design parameters and proPedy incorporate this Otsego into the overall building/ design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only, Adddrioncrl tempormy and permanent brocingl ii'e .". is always requ'ved for siabRlty and to prevent compse Win possible personal Injury and property damage. For general guidance regarding the 7777 Gasent a Lane tcacsicatlon, stowgge, delivery, erection and tracing of trusses and truss systems, see ANS#/tilt Quality Criteria. D$849 and SCSI 6udtding Component State 109 Safety information ow el able from Truss Pirate #nnitule 218 N, tee Street. Suite 312, A#exond6o, VA 22314, Carus H„t*igYas,,GA 95$#0__._._. 3x1D 2x4 Et 2x1 it 2x4 tt 3xe Fp=4xlO 7 as a Sca6e z t ,A3,2 2x4 10 11 12 13 14 24 23 22 21 20 19 10 34 -;= 3x10 = WIT MT20HS FF -": 4x10 2x4 1 I 4x10 �- LUMBER- BRACING- TOP CHORD 2x4 SPF 1650E 1.5E(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SPF 1650E I. E(flat) end verticals. BS 2x4 SPF No.2(ftat) BOT CHORE) Rigid ceiling directly applied or 6.0.0 or; bracing, REACTIONS. (Iblsize) 24=8 3510-3-1 2, 15=9 t echanical, 18=184310-5-4 9.104 Max Uptifk 15=-191(LC 3) Max rav 24=842(LC 3), 15=311(LC 4), 18'=1843(L 1) ......8 -d,.. _ _........,..._ .,.,_,,. 9-7-4 ..,.,.,.. -9191.1.%...t,t,.�..,.,....._.......,___,.........__ .............:7.-7-12 77.92 BOT CHORD 23-24=011766, 22-23-013094, 21-22=012937„ 20-21 =0/2937, 19-20=0/2937, -11w g f18 17-18=-11351281,16-17=-11351281,15-16=-5631464 d-6- l�tt4 4-23=-396%0, 6-19=-1255/0, 4-22=-513/186, 13-15=-501/608, 1 1-1 8=-1 66 710, 13-16=-78510,12-16=01285,5-22=-125/322 0.18 1) Unbalanced floor live loads have been considered for this design. Plate (3(isets,.0 j1_ dge 0 1,8 5 t}_1 xFd ej 6 0 1.8,Edge] [1 S 0 1 8 Edgej jig ki 1 8 0 0 Oj j!6 Ct 1 8 Edge] j17 0 i 8 Edge] j21 0 1, A 0 0 flj 22Al_ .Y)_,, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 to uplift at joint 15, 7) "Semi-rigid pitchbreaks with faced heels" Member end fixity model was used in the analysis and design of this truss. Ng 6 L i�'� LOADING (psrI SPACING= 2-0-0 CSI DEF/ in (too) %%deft Lid PLATES MT20 GRIP 1971144 TCLL 40.0 Plate Grip DOL 1,00 TC 0.73 Ved(LL) 429 22-23 >722 480 * * *. <<7 TCCTL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.46 22-23 >462 360 MT20HS 148/108 BCL6 0.0 BCDL 5.0 Rep Stress Incr Cade IRC2012frPI2007 YES WB 0.50 ; (Matrix) Horz(TL) 0,06 18 We rills Weight 98 Its FT 0"°p 0�E LUMBER- BRACING- TOP CHORD 2x4 SPF 1650E 1.5E(ftat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOTCHORD 2x4 SPF 1650E I. E(flat) end verticals. BS 2x4 SPF No.2(ftat) BOT CHORE) Rigid ceiling directly applied or 6.0.0 or; bracing, REACTIONS. (Iblsize) 24=8 3510-3-1 2, 15=9 t echanical, 18=184310-5-4 Max Uptifk 15=-191(LC 3) Max rav 24=842(LC 3), 15=311(LC 4), 18'=1843(L 1) FORGES. (to),, Max Comp./Max. Tan. -All forces 250 (to) or less except when shown, TOP CHORD 2-3=-280110,3-4--280110,4-5=-2937/0, 5-6=-293710,6-7=-1837/0,7-8=-1837/0, 8-9--1837!0,9-10=012231,10-11=012231,11-12=-28111135,12.13=-28111135 BOT CHORD 23-24=011766, 22-23-013094, 21-22=012937„ 20-21 =0/2937, 19-20=0/2937, 17-18=-11351281,16-17=-11351281,15-16=-5631464 0-18--25510,2-24=-190610,9.18=-254210,2-23=0/1122, 9-19=011788,7-19--264/19, WEBS 10-18--255/0,2-24=-190610,9-18=-254210,2-23=0/1122 , 4-23=-396%0, 6-19=-1255/0, 4-22=-513/186, 13-15=-501/608, 1 1-1 8=-1 66 710, 13-16=-78510,12-16=01285,5-22=-125/322 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 to uplift at joint 15, 7) "Semi-rigid pitchbreaks with faced heels" Member end fixity model was used in the analysis and design of this truss. Ng 6 L i�'� 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to $****®**** be attached to watts at their outer ends or restrained by other means,? ***t , i (j*** < 9) CAUTION, Do not erect truss backwards. ; 6766 a w e� 1V s * * *. <<7 e I oar WARNdN4 � verify design param*R*re, and REAL; NOTES ON V*S AND INCLUDED "TEX REFERANCE PAGE AN -7473 rev, ragovzoni BEFORE USE. 9 Design vo ld far use only with Mlek* connecters. This design b based s niv upon press Betels shown, and vs . for on individual building co , nent, not a taus system. Before use. the buikting destgner must verity the oppttccabt try r f design parameters end property inc„orporate td his design snip the nveresri Mi i building design,. Bracing indicated is to Prevent duckling of indrsiduot frust web and/or chord members only. Additional temporary and permanent T.rocing is always reterred for skstAity and fo prevent colicipse with possible: personal luiu y and property darnoms, For general guidance regarding the 7777 Greenback Lane fabrication. storage, def¢very, e ntolion and drack+g of trusses and truss systerns,. see ANS1j 111 Quality CaF#eda. OSO-94 and &CS! fluilding Component suite 409 Satetybeormollesn avcaikable from Truss Ptatetnst*Lute.218 N.Lee Street, Suile 3P2. Adexondrfo, vA 223/4. U10 2 3 Truss 14 1 1 ID.2W3zzLPblashUjupZpqdFlyR$54-hdpqSmoV6Vv3kzbI .i 0 -ft -j? 3x4 = Us FP r. Us ',=' Us 3x6 FP 400 3X4 11 WO Us 4 5 6 7 a 9 10 11 12 13 14 16 16 31 30 29 28 27 26 25 24 23 22 21 20 Us 3x10 MT20HS FP 502 010 = 3X6 FP 4xlO 3x10 300 = 3x4 R46274091 IX63fxknqIw0jlWor5YZxfiC 0-plo Statile - 1:58,2 set 2x6 t7 t6 33 19 $ 19 3xlO 16.2-4 9-44 a 7,114 ----------- (14:0-1-8,Edgel, [15:0-1-8,Edgel, 118:0-1-8, Ed gel, 121:0-1-8 ,0-0-01, (22:0-1-8,Edge), [27:0-1-8,0-0-% 128:0-1-8,Edgel, 132:0-1-8 LOADING (pso SPACING- 2-0-0CS11 DEFL, in (loo) 1/deft Lid TOLL 40.0 Plate Grip DOL 1,00 TC 0.55 Vert(LL) -0,24 28-30 >874 480 TCDL 10.0 Lumber DOL 11 00 BC 0 54 Vert(TL) -0,37 28-30 >571 360 BCC.L 00 Ran Stress Incr YES WB O 54 Horz(TL) 0,05 19 rVa Fria BCDL 5.0 Code IRC2012rrPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2X4 SPF 240OF 2,0E(flat) TOPCHORD BOT CHORD 2x4 SPE 240OF 2,0E(flat) WEBS 2X4 SPF N02(flat) BOT CHORD REACTIONS. (Ib/size) 31=78610-5-8,19=659/0-3-8,25-2256/0-5-4 Max Grav 31 =844(LC 3), 19-746(LC 4), 25=2256(LC 1) FORCES. (to) - Max, Comp./Max, Ten, - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-2838/0, 3-4-2838/0, 4-5=-298110, 5-6=.298110,6-7--18451399, 7-8=_48451399, B-9=-1845/399,9-10-0!3082,10.11=013082, 11-12=-16841702,12-13=-16941102, 13-14=-16941702,14-15--24601187,15-16=-241310,16-17=-241310 BOT CHORD 30-31=0/1782,29-30=0/3148,28-29=013148,27-28=0/2981, 26-27=0/2981, 25-26=-1037/204,24-25=-1369/291, 23-24=-1369129i, 22-23=-187/2460, 21-22=-18712460,20-21=-187/2460,19-20=011579 WEBS 10-25--283/0,2-31=-1917/0, 9-25=-263010,2-30=0/1144, 9-26=011924, 8-26=-251/35, 4-30--3361132,6-26=-150810,4-28=-638/47,17-19=-168610,11-25=-2422/0, 17 -20= -01903,11-23=011746,16-20--291/0,13-23=-264/0,1.5-20=-65/569, 14-23=-i 18810, 5-28=-35/358 PLATES GRIP MT20 197/144 MT20HS 1481108 Weight: 12916__,_ FT - O%F01/6E - -to omegurfins Mexce , NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Ali plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. ;iNDO L1 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3') nails, Strongbacks to be attached to wells at their outer ends or restrained by other means, backwards, 7) CAUTION, Do not erect truss 7 6 6 am ,&WARNIas. mrd READ MOTES ON heSAND INCLUDED ntraK REFERANCE PAGE AN -7473 W 1"3120159EFORE UsF Design valid tow use only vAth ivilfeka) connectors, This design is based curl upon parameters shown. and and is tor on indivuol byliding conlPorreni, not Nfit a truss sysfem, before use, the buikling designer nwst veorr the applicola N ofd n parameters and progedy incorruXate tho design into the Ovefdl buiUng design. firocing inafkated is to prevent buckfing of nsfividual truss web ondjor chord members only , Addilionol ternporary and pernesnent blocing MiTek' n always recurred for stobfilty and to prevent crixopsesvith possible personotinit" end psopedy damage. For msnerok guidance regording the 7777 Greenback Lane fabdcotion, storage, defivers, erection and bracing of trusses and truss Wslena, we ANSpT?h civoffh,Crffeda, DSO -89 and 801 fruildhig COMPOnOnt Suits 109 firforyinforoudlon availabie from Truss Plate institute, 218 N. Lee Street, SVjje 31;2, AlexancMo. VA 22314 U�1•& WO 1 7 3q 3x4 3x4 3xtt Fp :7:w. 4x10-. 30 Es 5x12 4 5 6 7 6 9 10 11 WE 3x4 := Sfsedat Special Specar 3x6 Fn -W 4x4 = Special 4x1/3 w.. 2x6 12 13 14 15 34 16 3517 36 18 39 30 29 28 27 26 25 24 23 3x6 =7-- 3x30 MT20HS FP = 5x12 5x12 -= 34 Fir ==' 502 ='>' 3xtt3 = 3,4 .y 22 21 20 19 4x107 300 33 c 111/4 3496 PEa----- to Offsets (X.Y)-- (5.0-1-8,Edgej, (6:0-1 8,Edge], (14:0-t-8,Edgel, (15:p 1-8, d el, ['18:0-1-8«Edge!, ( 1:0 1-8,o-0.0), /22:0-9 8,Edgel, (27.0-1-8,0 0 0j, [28:0 1 8. dgel, [32:0.1-8 LOADING (psh SPACING- 2-0-0CBt. OEFL, to (too) ltdeRi Ud PLATES GRIP TOLL 4(L0 YPlate Grip DOL 1.00 TC 070 Vert(LL) -0,2520-21 >757 480 MT20 197/14+4 TCOL 10:0 Lumber DOL 1.00 8C 0,61 Vert(TL) 438 28-30 >560 380 MT20HS 1481108 BOLL 0,0 Rep Stress lncr NO WE 0.62 Horz(TL) 0 06 19 our me BCOL 5.0 Cede 1RC2012fTPl2007 (Matrix) Weight 9291b FT 0°hF O LUMBER. BRACING- TOE' CHORD 2x4 SPF 240OF 2.OE(fiat) TOP CHORD Structural wood sheathing directly applied or 6-Q 0 oc purlins, except BOT CHORD 2x4 SPF 2400E 2.0E(fiat) end verticals. WEBS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0 0 oc bracing, Except: 10-0.0 as bracing: 30-31,28-30.. REACTIONS, (lblsize) 31-764/0-5-8,19=96810-3-8,25=245610-5-4 Max Upfift 19=-563(LC 17) Max Orav31=872(LC 17), 19=1055(LC 4), 25<2456i(LC 1) FORCES. (to) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-2972/0, 3-4=-2972/0, 4-5=-3231139, 5-6=_3231139, 6-7=-21911665, 7-8=-2131/655, 8-9=.21911665, 9-10=013443« 10-11=0/3443,11-12-2173/1266,12-13=-217311266, 13-14=-2173/1268, 14-15=_3476/1393, 15.34=-378011588, 16.34--3760/1589, 16-35=-376011588,17-35=-3760/1588 BOT CHORD 30-31-011849,29-30=013353,28.29=013353,27-28=-3913231, 26.27=-3913231, 25.26=-1349!610„ 24.25=-14301362, 23-24=_1430/362, 22-23=_1393!3476, 21-22=-1393/3476,20-21=-139313476,19-20=-I 19312296 8S 10-25=-28410,2-31=-198910,9-25=-2682/0,2-30=011216, 9.26=0/1974.8-26=-262/41, 4-30=-4131191, 6-26=-158810,4-28--6921146,17-19=-245411269,11-25=-2888/0, 17-20=42811585, 11-23--012188,16-20-6691306,12-23=-292/5,15-20--8321928, 14-23m-1768/144,14-22=-1441381,15-21=-3611159. 5-28=-92/390 design.NOTES- 2) Ali plates are MT20 plates unless otherwise indicated. 3) All plates are 20 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. Provide of truss to bearing plate 6) "Semi-rigid pitchbreaks with fixedheels"and design of this truss. _JXMrAMVZMFMstmn1backs,one& -asqacerfatIO-0-0 oc and fastened to each truss with 3-10d (0131" X Y) nails. Strongbacksto be attached to wells at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other provided support k at 28-1-12, 152 fb down * 227 to up at 28-10-4, i 124 Its down and 334 to up at 30-10-4, and 119 lb down and 351 to up at 32-10-4 design/selectionon top chord. The of 10) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) • 471 Me,star S BEFORE USC E F+AG E hitt l "TEK EFERA NC 7Nt AND tNCtttfaED hit � R d A NOTES ON 5 4VARNtN6 , vartry design grarametars sea READ iE Design vord for use easy vwnv Weeps connectors. This design is basest onM upon parameters shown, sand is tar can incitukluct building component, not a laves system. Before use, the buiiaing designer most verity the appkcab'ty, of design parameters and property incorporate this dentin into the overceit buliding design. Sracuag indioated is to prevent buckling of lrtdMdvaf truss web and/or chord merribers only. Additional ternfromry and permanent bracing is convoys requited for stcabilly and to prevent colapse with possible personat s tuN and property damage.For generat guldonce regarding the fabrication, storage, dtbrasrJ.. erection and bracing of trusses and truss systems, see ANStfith Qualify DrfferEn, OSB•84 and 401 rvt#sitng Component Safety Information ovaiksbie from irsrss Pteate institute, VS N. tee Street. Suite 312, Alexandria, VA 223/1 r T1 }y AM ------ IEEEFJN M. 7777 Greentrick Lane Sears 109 LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Inerease=1,00, Plate Increase -1,00 Uniform Loads (plo Vert; 19-31=-10, 1-18-100 Concentrated Loads (lb) Vert, 16--72(B) 34=-331(8) 35=-44(8) 36=-39(8) WARNING, Verify dostImp . . . fans sad READ NOTES ON refs AND INCLUDEOWTEKREFERANCE PAGE Adf,7473ree fW0112015 BEFORE USE. Design valid for use only with "Tek, l) corrnactrsrr, This design is based on oan indivildrati buading component, not ,I upon porsymelem owseet, and is k Me the overaH a Laos systern. Before use. the building designer must verify the opplicabil ty of design trommeters and property incoffsorate this design i building design. ferichg indicated is to prevent buckling of individual true eats and/or chord members oniv, Addifionat temporary and permanent braCing is always required for Oratality and to prevpnt collapse even possible persenofinlwy and property damage. For general guidance regarding the 7777 Greartbask Lane frnelcotion, storage, derNery, erection and m bracing of trusses and truss systems, see ANUldril QrsaMy Cnedia, 056-89 and 8CSr #v0dins; Component suite 1 to 9 Safety information ovolkAde from Tnds Note &mfiture, 218 N. Lee Street. Suite 3f2, Alexandria, VA 22314, Oil$ Il- State: i/4'=V 3x10 30 3X4 --c. 3X6 FP = 010 3X4 it 4X6 ---' I n A A 7 a 9 10 11 12 13 3x4 US 14 15 25 24 23 22 21 20 Is IS It In sat = WO 3s4 3x6 FP Asia 3X4 34 5x12 =' 4A = LOADING (partSPACtNG- 7-00 0 CS" DEFL. in (fee) Vdefl Lid TCLL 40C Plate Grip DOL 1.00 TC 033 Vert(LL) -0,31 73-24 >692 480 TCOL 10.0 Lumber DOL 1,00 BC 0,85 Vert(TL) -0,48 23-24 >444 360 BCLL 0,0 1 Rep Stress Incr YES WB 0.52 1 Horz(TL) 0,06 19 n/a n1a BCDL 5.0 Code IRC2012fTP12007 (Matrix) 1.___-____-'_- ------------ . ...... LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1,5E(flat) TOP CHORD BOT CHORD 2x4 SPF 1 5O 1,51H(faft) WEBS 2x4 SPF No.2(fiat) BOT CHORD REACTIONS. (bdsize) 25=82810-5-8,16=287/Mechanical, 19=1931/0-54 Max Uplift 16--84(LC 3) Max Grav 25-843(LC 3),16=450(LC 4),19=1931(LC 1) FORCES. (to) - Max, Comp./Max, Ten, - Aft forces 250 (to) or less except when shown. TOP CHORD 2-3=-2837/0,3-4=-2837/0, 4-5=-2976/0,5-6=-2978(0,6-7=-184610,7-8=-184610, 8-9--1846/0,9-10=0/2372, 10-11=012372,11-12=-828/816,12-13=-8281816, 13-14=-8281816 BOT CHORD 24-25=0/1782, 23-24=013146, 22-23=0/2978, 21-22=0/2978, 18-19--1380/350, 17-18=-8161828,16-17=-303/806 WEBS 10-19--29510,2-25--1917/0,9-19=-254110,2-24=011144, 9-21-011834,8-21=-264/22, 4 -24= -37110,6-21=-131910,4-23=-510/163,14-16=-8701328,11-19=-1689/0, 14-17=-608/24, 11-18=0/991,12-18=-385/0,5-23=-101/285 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated, 3) Plates checked for a plus or minus 0 degree rotation about its center, 4) Refer to girders) far truss to Truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 to uplift at joint 16. 6) "Semi-rigid pitchbreaks with fixed beefs' Member end fixity model was used in the analysis and design of this truss, 7) Recommend 2x6shongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X T') nails. Strongbackst be attached to walls at their outer ends or restrained by other means, 8) CAUTION, Do not erect truss backwards, Weight: 106 lb FT = 0%F, O%E Structural wood sheathing directly applied or 6-" oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, WM. WARNING , insaid, dexatn inmemstans and READ NOTES ON Ties AND essictUDED WTEK REFERANCE PAGE AM. 7473 W. I0V031201$ 8EFORE USE Design vis id lot use only w0h Mi Teks9conneClOfs, This design is based on upon parameters shown. and is for an individuro ouRdire; corripsarent, not Nil' a truss sisihon. Before ver. the building deskywr mum/verify the assplcoZry of design porometen and property incotpotare this design hit, the aws(38 buitding design. Bracing indroted is to prevent trucking of indhhdrxii truss r,seb and/or chord mernbers, onx� Additionse, renesourrY and permanent bracing Welk' Is anvasn rea used tog stability and to prevent coffrrisse with couture pessoral infury and property don sage, For generol guidance regrading the 7777 Garentsads Lane esefluol '�on, storage, derivery, erection and bracing of Trusses and truss systems, see ANSA/d,11 Quolfly Criteria, OSB -89 and OCSTIvilding Component suite 109 $i0efyInformatism ovalksbre from Truss store instfure, 218 N. Lee Smast, Suite 312, Alexandria, VA 273➢4, ---- --- ---- ------ -- - oll-tafe m 1:17,5 5s6 ii 3X4 W if IX3 Ez 2 3 4 C lX3 i# 34 =3x6 = 11 Ix3 -- LOADING ` LOADING halt SPACING- 2-0-0 CSL DEFT., in (too) Vdefl Lia PLATES GRIP TOLL 40,0 Plate Grip DOL 1,00 TO 0.39 Vert(LL) -010 7-8 >999 480 MT20 1971144 TCDL 10,0 Lumber DOL 1.00 SC 0.49 Vert(TL) -0,23 7-8 >455 360 BCLL 0:0 Rep Stress Incir YES VVB 0,28 Horz(TL) 0,01 7 We n1a Weight 36 lb FT - O%F, 0°,6EBCDL 5,0 Code IRC20121rPI2007 (Matrix) ---------- LUMBER - TOP CHORD 2x4 SPF No.2(fiat) BOT CHORD 2x4 SPF No,2(ftatti WEBS 2x4 SPF No,2(f#at) REACTIONS, (Ib/size) 7=472/0-5-8, 1=47810-3-0 FORCES(to) -Max, Comp,/Max, Ten. -All forces 250 (lb) or less except when shown, TOPCHORD 1-.2=-94610,2-3-94210,3-4--94210,4-5--94210 BOTCHORD S-9--01942, 7-8=01871 WEBS 5-7-935/0,1-9=0/100% 3-9-285/0 BRACING- TOPCHORD structural wood sheathing directly applied or 6-0-0 Cc purlins, except end verticals, BLOT' CHORD Rigid ceiling directly applied or 10-0-0 on bracing. NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on and fastened to each truss with 3-10d (0, 131" X 3") nails. Strongbacks to be attached to wells at their outer ends or restrained by other means, 5) Gap between inside of top chord bearing and first diagonal or vertical web shelf not exceed 0,5001n. 6) CAUTION, Do not steel truss backwards. Ik K"I ri Z W. •SO, w ARNINT; � Verily design paramensmanOREAD NOTES ON ME AND INCLUDED ANTEKREFERANCE PAGE M11,7473rvv. IMMISSEFORE USE Dernin valid re, use anis etth foirents connectors. This d"Syr is based onupon parameters shown, and is for an inahAdurst building contponenL not IS a Truss system- Before use, the building deragnet, must verity the appficohrfy of design parameters and property incorporate this design Into the overall anAand/co chord members ants, Adolifirstrot temporary and permanent bracing WOW dirof design. Bracing hificated is to prevent bucking of individual Ows web regarding the 7777 Griseffenck Lane is arecyr reciuked for staisgity and to prevent colorne with possible persormi infury and property damage, faq Tionerd guidance rabricolion, storage, deWehr. erection and bracing of trusses and truss systerm see anerrt $Wte 109 Seirtsfyintormation ovisifalme frWn Truss Plate furtifute218 K Lee StrheO, Suite 3Q, AlexandriM VA 22314, I 3XIO I D: 2W3zzLPbIashUJupZpqdf IyKA!:ui-a4 VZ40b,n'Unleryk,lick f fslrilffWbrc+ f V 4 1 o -P , V W—liss 3x4 3x4 3XI0 4 -11 6 7 0-1 Scat - 1:271 [a 316 300 MT20HS FP 300 3x6 3XIO = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi List gIPLATES GRIP TCLL 40:0 Plate Grip OCIL 1,00 TC 0.33 Vert(LL) 423 12 >847 480 MT20 197/144 TCDL 10.0 Lumber DOL 1,00 BC 0,63 Vert(TL) -0.35 11-12 >542 360 MT20HS 1481108 BCLL 0 0 Rep Stress [nor YES W8 0 39 Horz(TL) 0,07 9 are n1a Weight: 62 to FT - O%F, O%E BCDL 5C Code IRC2012ITP12007 (Matrix) LUMEIER- BRACING - TOP CHORD 2x4 SPF 165OF 1,15E(ffa) TOP CHORD Structural wood sheathing directly applied or "-0 as purtins, except BOT CHORD 2x4 SPF 165OF 1,5E(flat) end verficals. WEBS 2x4 SPF No,2(flap BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 15-86910-3-8,9=86910-5.8 FORCES, (to) -Max, Comp,/Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3--2958/0,3-4=-295810,4-5=-335610,5-6=295810,6-7=-2958/0 BOT CHORD 14-15=011839,13-14=013356,12-13=013356,11-12-013356, 10-11=0/3356,9-10=0/1839 WEBS 7-9-197810, 2-15--1978(0, 7.1 0=011 213, 2-14=011 213.6-10=-272/0, 3-14=-272/0, 5-10-635136, 4-14=-635136 NOTES - 1) Unbalanced floor live leads have been considered for this design, 2) Ali plates are MT20 plates unless otherwise indicated. 3) All plates are 2x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center, 5) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 6) Recommend 2x6 strangbacks, on edge, spaced at 10-0-0 op and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. It '11 Mra"Ift"1891 0 WE I IS V V n. go; 11 WARNING . Vissuixd.,stsitspsiatarssfors and READ NOTES ON THIS AND isyCLoGED WIEK REFERANCE PAGE AW4471rise 10f W2015 BEFORE OSE, Designme the overall Bel' vatid rear use achy Mliskefconnectors. This despin Is based on uponforso ters, snown, and is for on fnaursdursi buRding component, not 0 trusssystem. Before use, the building designer most verity the oproscaUlty of design parameters and jorperry Incorporate this design Into buitafing design, fvaceg indicoled is to prevent buckling of lndlvidud truss war, and/or chord members only. Additional temporary and permanent bracing MiTek* Is always recluked far slobility and so wevent colicipsevrith possible personal Injury and property damage,. Fur general Guidance regarding the 7777 Greenleds Lane Tob&,otion, storage, delivery. erection and bracing of trusses and truss VyireM see WsAedg/Tlh�IA ugpj�.Catwrf, DS6.89, and SCSI Suildeq; Component Suite 109 on isr R Safety Information available from Truss Penn Institute, 218 N. Lee Street, Svire,3112. A 2 fudi 30 _1 P--§TQq Scale - 1.27 .8 lx3sl U4 IX3 ii 3X4 a3.6 Ffs = 1X3 it 300 IX3 4 5 6 7 $ 9 10 16 15 1q ra ,I. US lc 602 3.4 _-:.. IX3 3x10 3X6 LOADING (Pat) SPACING- 2-0-0 CS1, DEFL. in (too) Well Ltd TOLL 40.41 Plate Grip DOL 1,00 TO 0.32 1 Vert(LL) -0,21 13 2884 480 TCOL 10,0 Lumber DOL 1.00 BC 0,61 VerhTL) -0,34 14-15 0557 360 BCLL 0,0 Rep Stress Incr YES WB 055 Horz(TL) 0,01 11 n/a n/a BCDL 5,0 k Code IRC2012i'TP12007 (Matrix) 17 Weight: 63 to FT - O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF I 5E(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E(Rat) end verticals. WEBS 2x4 SPF No,2(fat) BOT CHORD Rigid ceiling directly applied or 10-0-0 ou bracing. REACTIONS, (fistsize) 11=85710-5-8, 1=86310-3-8 FORCES. (to) - Max, Comp,/Max Ten. - Ali forces 250 (1b) or less except when shown. TOP CHORD 1-2=-1824/0, 2-3=-1820/0, 3-4=-182010,4-5--3267/0, 5-6=-3267/0,6-7=-2897A), 7-8=-2897/0, 8-9=-289710 BOT CHORD 14-15=0/2867, 13-14=Ot3267,12-13=Ot3267,11-12=0/1808 WEBS 9-1 1=-194510, 1-16=0/1948, 9-12=011179,8-12=-269/0,4-15=-113410,6-12=-613/48,4-14=01625 NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 4) Recommend 2x6 Strongbacks, on edge, spaced at 10-00 no and fastened to each truss with 3-10d (0,131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means, 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards, ,&WARMNG- Vorlardissignitsinvisirmni "d READ NOTES ON THIS AND MICLUDEDiansWREFERANCERAGE NN -ilia rev, 101012015 BEFORE USE. Desi'gnYoUd foe use ohyvAlh tojetreconnectom this design is based on upon pstrolers, suown, and is far an individual building component, not a truss system , Before use, the building designer must vedty the opplicaletrnre iof design poroffener and property incorporate this design into the overall buirding design, Bracing iny4coled k to prevern loickiing of individuat truss web andics, chord members only. Additional lernporary, and permanent bracing Welk' is orussysumutrad far ringers, and to prevent carouse with possible penscrid injury and pasperry damage. E04 gemenit Quistionce regarding the 7777 Greentsick Lane fauderstion, storage, delivery, erection end bracing of trusses and truss systems, see ANStirn'ti QuatityCriseria, 056-99 and ICS1604109 Component swas 109 Safety Information cnoiloble frurn truss luare Institute. 212 N. Lee Street, Suite 312, Alexandria, VA 72314, ru, 0-3-0 0 -he .. ... . ............ . ... scise =1.24.3 6X6 " U4 rX3 ii 1X3 it 9x4 Us i 3x6 7,_ JXs A 3X4 6 7 14 14 11 to 14 I. WO 1x3 It 1X3 11 3x10 axe LOADING (psi} SPACING- 2-0-0 CSL DEFL, in (too) !/deft Lid TOLL 400 Plate Grip DOL 1= TC 0,52 Vert(LL) -006 10-11 >999 480 TCDL 10.0 d Lumber DOL 1,00 BC 0.84 Vert(TL) -0 24 10-11 >673 360 BCLL 0,0 Rep Stress Inor YESWB 0,46 Horz(TL) 0,01 9 n/a are BCDL 5,0 Code IRC2012fTP12007 (Matrix) ------- --- BRACING- 15 LUMBER- directly applied or 6-0-0 go Purlins, except TOP CHORD 2x4 SPF No.2(ftat) TOPCHORD Structural wood sheathing BOT CHORD 2x4 SPF No,2(flat) end verficals. WEBS 2x4 SPF No.2(flat) BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 9=747/0-5«8, 1=75310-3-0 FORCES, (to) -Max, Comp./Max. Ten, - Ali forces 250 (to) or less except when shown. TOPCHORD 1-2--1542/0,2-3--153710,3-4=-1537,10,4-5=-2403/0,5-6=-2378/0,6-7--237810 BOTCHORD 12-13=012403, 11-12-0t2403, 10-11=0/2403,9-10=011539 WEBS 7 -9= -1655/0,1 -13=0t1646,7 -10=01909,3-13=-263/4,6-10=-288/0,4-13=-94910,5-10=-334/237 NOTES - 1) Unbalanced floor live toads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 Go and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to waits at their outer ends or restrained by other means, 5) Gap between Inside of top chord hearing and first diagonal or vertical web shall not exceed 0,500in. 6) CAUTION, Do not erect truss backwards, ,&WAstifthir • Vader dissomp.why- and READ, NOTES ON has AND jaicLaceor OrEX REITRANCE PAGE 01,7473 to, rest 015 BEFORE USE, (sesign valid for use only with MIrske connectors, Tina design is based oni upon parameters shoom, and is for an individuoi buipling component, not 0 truss system. Before use, the building designer must verity the appilconi ty or design parameters and Property incorporate this deagn Into the Overdo tiviWing dengn. Bracing indicated is to prevent buckling of individucii Ouss vorb and/or chord nnembefs only. Addr0orud knaperory and permanent bracing is oKvoys; mousers tot stabRify and to prevent craBraise witty pirsobje, shasorwri ininry and property damrsgOFor general guidance regarding the fabrication, skinsge, delivery, erecfiorr and brociag of trusses and tress systems, see ANSI/Iftl Quality Cannot, Oria-list and RCS/ InAding Component Safety information ovoitatce from Truss Plate jasstrhe. 218 N. Lee Street, Suite 312, Alexandria, VA 27314, ----- - 7777 Graistitack Lane surta 109 1 011-18 4 Scare - 1:24.3 Special Special 6X8 3X4 IX3 3X4 = 10 i Us 5 3*4 6 7tl 1X3 It 1x3 it 400 = 1x3 I1 1x3 li 3XIG 3X6 LOADING (psf) SPACING- 2-0-0 CSL DEpt(LLI-) in foc) Toe" LidPLATES GRIP MT20 197/144 TOLL 40.0 Plate One DOL ICO TC 0.44 Ver -0.16 10-11 >999 480 TCDL 10.0 Lumber DOL 1.00 BC 0.68 Vert(TL) -0.25 10-11 >652 360 BCLL 0,0 Rep Stress Iner NO VVB 0�67 Horz(TL) O 01 9 prig Tote Weight: 55 to FT= 014F, O%E BCDL 5C Code tRC2012ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except TOP CHORD 2x4 SPF 1650F 1,5E(fiat) BOT CHORD 2x4 SPF 1650F I SE(fild) end verticats. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF NO,2(flat) REACTIONS, (lb/size) 9=811/0-5-8,1=101010-3-0 FORCES. (ib) - Max. Comp./ Rax Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-16--2217/0,2-16-2213/0,2-3=-221310, 3-4=..221310,4-5=•290210.5.6=_2683/0, 6-7=-2683t0 BOT CHORD 12-13=012902,11-12-012902, 10-11=0/2902, 9-10-011696 WEBS 7-9=-182410, 1-13=Dt2369,7-10=0/1069,3-13=-567/0.6.40--28610, 4-13--95410„ 6-10=-5441200 NOTES - 1) Unbalanced floor live loads have been considered for this design, 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 as and fastened to each truss with 3-10d (0,131'X Y) nails, Strongbacks to be attached to wells at their outer ends or restrained by other means, 5) Gap between inside of top chord bearing and first diagonal or vertical web shalt not exceed 0.500in, 6) CAUTION, Do not erect truss backwards, 7) Hanger(s) or other connection desirce(s) shall be provided sufficient to support concentrated ideals) 295 lb up at 0-11-12, and 430 to down at 2-11-12 on top chord, The designtselection of such connection device(s) is the responsibility of others, 8) 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 + Floor Live (balanced). Lumber lncrease=1,00, Plate Increase -1,00 Uniform Loads (pif) Vert: 9-14=-10, 1-8-100 Concentrated Loads (to) Vert 3=-350(8) 16=29(8) ,&wARqjrva_ seedy distow, p....1. wad READ NOTES ON TIOS AND INCLUDEONTEX REFERANCE FACE telpier" "a`. recant "Ses"OREUSE. Design valid tiv use only Win rofficieTt connectors. This design is based Ohl upon poramerers shover, and is for on individual ongoing component, not a truss system, Before use, eye building designer rood verity the alsoficabi ty of design parameters and property Tricarpriode Rdi design into the overall buildhg design, Bracing indicated is to prevent buckling of individucif truss web and/or chord arenasers unit, Addiflonat lempuntry and permanent bracing/ is sievoys required for stabliry and to Prevent coffairse with possible persond kriurr and Property carn(mrs. For general guidance regarding the tobrk,.otion.stortige,degvery,efeclbnand txocingofhvssesand Truss systems, see ANSPIMI QuarityCtlisida, ose-89 and BCS! thilldlisill Component Safety information available from Truss Plate insfiture. 218 N, Lee Street, Suile 312, Arezoaddo, VA 2231A. 3x4 I Truss �2 7 644 is Sep 29 2016 fuVrOk Industries, $no, Thu Jon 07 09:51:25 2016 Page I ID:2W3zzLPblashUjupZpqdFlyRs54--zkTw9uvTen342dNmzugjbswi7.ONR90iv6,?irezxIlY Seeks = 11tre 10 11 IX3 1f 3A Ix3 3 4 5 6 14 3A ' 3X6 = LOADING (psf) f SPACING- 2-0-0 CSL DEFL. in (foc) Well Lid TOLL 40.0 Plate Grip DOL 1,00 TC 0,26 Vert(LL) -0,06 7-8 >999 480 TCDL 10,0 Lumber DOL IZO BC 0,35 Vert(TL) -015 7-8 >861 360 SCLL 0,0 Rep Stress Iner YES W8 0.24 Horz(TL) 0,02 7 Ord n/a BCDL 5,0 Code IRC2012/TP12007 (Matrix) BRACING - 119 Weight: 43 lb FT = O%F, O%E LUMBER- directly applied or 6-0-0 oc purlins, except TOP CHORD 20 SPF 165OF I SE(flat) TOP CHORD Structural wood sheathing SOT CHORD 2x4 SPF 165OF 9.5E(fiat) end verticars. V? BS 2x4 SPF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 Cc bracing. REACTIONS. (lb/size) 10=591IMechanical, 7=58510-5-8 FORCES, (lb) - Max, Comp,/Max. Ten, - All forces 250 (to) or less except when shown TO0 BOT CHORD 9-1 0=0/1 152, 8.9=011 565, 7-8=01 1149 Uffiss 5-7�-123410,2-10124310, 5-8=0/513 2-9=01513 NOTES - 1) Unbalanced floor live toads have been considered for this design, 2) Plates checked for a plus or friltnus 0 degree rotation about its center, 3) Refer to girder(s) for truss to truss connections, 4) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards, M MEMIMM WARNING - Vestry design parainattirs and READ NOTES ON TWS AND INCLUDED JW EEK REFERANCE PAGE W- 7473 env. 1"Wiff5 BEFORE USE Deagn valid for use onn, with MiTeag CanneCtorS. The, design n based onupon Parematers shown"and is for an tndhridbrs building component, not 0 truss system. Before use, the building designer must verity the applicribi qty at design Parameters and baroness incomorore this design into the overidi building design, fecring indt-toted 4 to prevent buckling of tridividuol truss vied and/or chord members sees, Additional temporory and permanent bracing 1�111iitxdr Lane is otways required for stability and to prevent coliopse Wth possible prinsonal urfir" and property damage For general quidonce regardorg the 9 ksbrecrltlon, storage. delivery. mecWn and braclog of trusses mot truss systems, see roxANS%TpjVjAQ2 I# Ctfffrdri, OSS41 and SCSI ifullidinig Component suite 1 9 and ig Sly Safety Information avoiciber from Turns Plate institute, 218 d, fee Sireel, Suite 3121, A 4, 8x11 tt special 34, !R 3xG t1 Seats - 1:16.3 ry x _ -0-0 CSI. DEFL. in (too) Udell Lid LOADING (psf) SPACING 1.00 TC 0,28 Vert(LL) 0,00 6-7 >999 480 PLATES GRIP MT20 1971144 TCLL 40.0 Plate Grip DOL TCDL 10,0 Lumber DOL 1.00 BC 0.27 Vert(TL) .0.04 6-7 >999 360 BCLL 0 0 Rep Stress Incr NO WB 017 Horz(TL) 000 6 n/a old Height 29 to FT = O%F O%E BCDL 5,0 Cade 1RG2012i7 Pk2007 (Matrix)_. ----------- _....._m_ LUMBER- BRACING - TOP CHORD Structural woad sheathing directly applied or 5-4-5 oc purfins, except TOP CHORD 2x4 SPF No.2(fiat) end verticals. BOT CHORD 2x4 SPF N i,2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BS 2x4 SPF No-21ftat) REACTIONS. (lb/size) 7=321/Mechanical, 6=143110-5-8 Max Uplifi7= 183(LC 10) Max Gras, 7=432(LC 3), 6=1431(LO 1) FORCES. (to) - Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown, TOFF CHORD 2-9=01605, 3-9=01605, 3-4-01605 BOT CHORD 6-7-_4901637 BS 3-6--512641, 2-7--7051477,4-6--80910,2-6-1012/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 to uplift at joint 7, 5) "Semi-rigid pstchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.. 10.0-0 oc and fastened to each truss with -10d (0.131" X 3") nails. Strongbacks to 6) Recommend 2x6 sirongbacks, on edge, spaced at be attached to wails at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection devlce(s) shalt be provided sufficient to support concentrated load(s) 421 Ita down and 205 tb up at 1-10-4, and 421 to down and 205 to up at 3-6-12 on top chard. The design/selection of such connection device(s) is the responsibility of others. 9} in the LOAD CASE(S) section, loads applied to the face of the truss are Hated as front. (F) or back (B). LI #ey�eamsebee 'YY LOAD CASE() Standard Increase -1.00 y �•` F'.L 1) Dead + Floor Live (balanced f: Lumber Increase=1.00, Plate Uniform Loads (pit) VerL 5-7=-10, 1-4=-100 766 Concentrated Loads (ib) 4 Vert. 4=-500 8=-341(B)9=-341(8) e r44, WARNPNCr . Va th evaipn {aur f rs end READ NarES ON rMS AND rNCLUDED WTH( REF RANCE PAGE W,7473 rev. 1itk6V2015 BEFORE USE Design vottsf for use onty with tdttektiff connectors, This design is based onN )part parameters mmyn, and is ror an individual building cornivnnent. not a truss system. Before use, the brAding designer must verify the appicoof N of design parameters and property incorporate this deagn into the overall FRI buildung design. bracing indicated is to prevent buckling of individvot trust web and/or chord members only. Addif onat temporary and permanent bracing is or mys required tau stability and to prevent c otiopse Mir passible,, personal injury and property damage. Far general guidance regarding file 7777 Greenbed, Larne fabrication, storage,. detsvery. erection and bracing of thanes and truss systems, see AN$J/Tpll Quality Crfferia. D9-99 and 4018vliding component Suite 199 Sc1lefY tntormatton ovottsabte fran^rTrua PloWnsfilole. 218K tee Street Surlte312, itlexandria. VA 22316. 3,4 3 3X4 1i fes... i' __...., ... ,,,,,.,_,_.,.._.....___ ___.......... .--- -- _____--- _.. _........___...__.......m...__...._._... Arte Offsets LOADING (psf) SPACING- 2-0-0 CSE. TCLL 40.0 Plate Grip DOL 1.00 TC 0,45 TCDL 10.0 Lumber DOL 1„00 BC 0.14 BOLL 0.0 Rep Stress ince NO WB 0.13 BCDL 5,0 Cade €RC2012rrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SPF N0.2(flat) BOT CHORD 2x4 SPF No.2(flat) WEBS 2x4 SPF No.2(ftat) REACTIONS, (Ibtsiae) 7=36/Mechanical, 6=105810-5-8 Max Uplift7=-127(LC 4) Max Grail 7=1'72(LC 3), 6=1058(LC 1) FORCES. fib) - Max. Comp./Max, Ten. - All forces 250 (tis) or less except when shown. TOA CHORD 2-3=0/634, 3-4=0169€7 EBS 2.6=-67810, 2-7=-1961275, 4-6=-87610 DEFL, in Qoc) Udell Lid Horz(TL) -0.00 6 me tire Weight: 24 to FT = O%F, O%E BRACING- TOP CHORD Structural woad sheathing directly applied or -7-0 ac purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 ac bracing. NOTES - 1) Unbalanced floor live leads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about las center, 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection Eby others) of truss to bearing plate capable of withstanding 127 Ib uplift at joint 7. 5) „Semi-rigid pitchbreaks with faxed heels" Member end fixity model was used in the analysis and design of this. truss. 6) Recommend 2x6 strop backs, on edge, spaced at 10-0-0 as and fastened to each truss with 3-10d (0.131'X 3”) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Cao not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Flats Increase=t.00 Uniform Loads (plf) Vert. 5-7=.10, 1-4=-100 Concentrated Loads (ib) Vert: 4=-500 Bimini NG . Vrerry desrgn {zara .mm and READ NOTE'S ON TIES AND INCt..UAEV OTEK REFERANCE PAOE AW -7472 rev, 16f "EIS BEFORE USE. Deogn voiid for use ony v,Ath Mash, connectors this design is eased dorlyy now parameters showca, arae! is tar an fndividuat bvitdrng conVonenl, nor a truss system.. Before use, the building designer must verity the oppllaabi ry of design parameters and property'incontxxxate this design data the overall Wining design. Bracing vaddcmed is to prevent bucking at indMdual truss web nobler chord members nary. Addrtionat temporary and permanent bracing is aiwasys requa'ed for 0abAity and to Prevent caAopse Win passible mos om intory and properly damvge, for general guidance regarding the fabric:ation.. storage, date". erection and brocing of trusses and tn,ss systems, seeANSIITflt Quality Crlterta,. RS0.82 and SCSI BuBraing Component Safety lntarnratia , available from Truss Plate Instilure. 218 N. lee Street, Suite 312, ASez rod+ia. WA 22314. ---------- RM LOADING (psf) SPACING- 2-0-0 TCLL 40,0 Plate Grip DOL 1,00 TCDL 10,0 Lumber DOL 1,00 BCLL 0.0 Rep Stress incr NO BCDL 5,0 Code IRC2012frPI2007 LUMBER - TOP CHORD 2x4 SPF No1(flat) GOT CHORD 2x4 SPF No,2(flaft WEBS 2x4 SPF No,2(flat) REACTIONS, (Itsishre) 7=-71/Mechanical, 6=1 2 3810- .8 Max Uplift 7--234(LC 4) Max Gross 7= 1 44(LC 3), 6= I 238(LC i) C$J,DEFL, in (Ioc) Vdefl Lid I PLATES GRIP TC 0.62 Vert(LL)O.01 64 >999 480 t MT20 1971144 BC'� Vert(TL) -o,04 6-7 >999 360 W B 0 21 Horz(TL) -0,00 6 n1a n/a Weight: 27 Ib FT = O%F, 0%E (Matrix) w. -------------_J BRACING - TOP CHORD Structural wood sheathing directly applied or 6-3-0 cc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. TOPCHORD 2-3-0/1100, 3-4-011097 BOTCHORD 6-7-3911121 WEBS 3-6-26810, 2-6=-947/0, 2-7-147/471, 4-6=-1 240/0 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for miss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 to uplift at joint 7. 5) "Semi-rigid pitchbreaks with fixed heels`" Member end fixity, model was used in the analysis and design of this truss, 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0A31'X T') Starts, Strongbacksto be attached to wells at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Inerease=1,00, Plate hscrease=1,00 Uniform Loads (pit) Vert.5-7=-10, 1-4=-100 Concentrated Loads (lb) Vert: 4=-500 , k4llnu awwa mmmz1 Woo ,&WARNING - Verifirdesign paramofere Ind(READ NOTES ON rMS AND INCLUDED UTEXREFERANCE PAGE 0044rev. ISV03,riffifll BEFORE LIM Despin void for use only wish Mtekiiis connectors, INS design is based on � upon parameters drawn, and Is for an lndiydooibuiiding component, not Nil' a truss system. Before use, the brAkfing designer mmt verify the oprAcrtio ty of descin panno0en and property incorporate rho design into the overall buiWing deOgn, Beadrig indicoted S to prevent bockfing of indWidure Furs web and/or chord members only. Addifiond temporary and permanent bracing MOW 4 orvusys requked tot sprIeNty and irr prevent coeopse vAth arcane personal rniary and property damage, For general guidance regarding the 7777 Greenback Lane fabrication, storage, deOvery. erection and bracing of trusset, and firvuryster"S, See s,,SANS1r1T1slV1AQ2v2a3M culotte, OSI -89 and SCSI Ifulkifiss; Component Susie 109 .ad,., iy SqBeyorfambanns ovalrople, from Truss Pede tiaht0b 218 N. Lee Street, Suite 312, A 4, hd g&q§l -- - --------- ,I 3x4 11 M20MERN 3X4 4 K1211ilM LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (top) pdefi Lid PLATES GRIP 480 MT20 197/144 TCLL 40 O Plate Grip DOL 1.00 TC 0,65 Vert(LL) 0,01 6-7 >999 TCDL 10,0 Lumber DOL 1.00 BC 0,14 Vert(TL) -0,03 6-7 >999 360 BOLL 0.0 Rep Stress incr NO WB 0,22 Horz(TL) -0.00 6 n/a n1a Weight: 27 to FT = G%F, G%E BCDL 5,0 Code IRC20121TP12007 (Matrix) LUMBER- BRACING- TOPCHORD Structural wood sheathing directly applied or 6-4-4 so purlins, except TOPCHORD 2x4 SPF No,2(flat) BOTCHORD 2x4 SPF No,2(flat) BOT CHORD end verficals. Rigid ceiling directly applied or 6-" oc bracing, WEBS 2x4 SPF No.2(flat) REACTIONS. (thisize) 7=-88/Mechanical, 6=1266/0-5-8 Max Uplift7=-251 (LC 4) Max Crest 7=139(LC 3),6=1266(LC 1) FORCE& (ft) -Max, Comp./Max, Ten, -All forces 250 (lb)orgess except when shown, TOP CHORD -3=0(1166, 34=011 163 BOT CHORD 6-7=-417/115 WEBS 3-6=-27410,2-6=-989/0,2-7--1381503, 4-6=-130110 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center, 3) Refer to girder(s) for truss to truss connections, 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 to uplift at joint 7, 5) "Semi-rigid pitchbrealas with fixed hems' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 stforigbacks, on edge, spaced at 10-0-0 on and fastened to each truss with 3-10d (0131" X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards, 500 fla down at 6-3-8 on top Chord, The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8), LOAD CASE(S) Standard Increase= 1 490 1) Dead + Floor Live (balanced), Lumber Increase=1.00, Plate .00 Uniform Loads (pit) Vert: 5-7=-10, 1-4=-100 0 66 O Concentrated Loads (Ib) 0 M Vert: 4=-500(F) ,0 8/0NAiL, A&WARNING• Vwqfydag.p.,mf*t'.*cad REAR NOTES ONPOS AND INCLUDED AMEX REFERANCE PAGE AV 7477 rev, f(Wit"Ous BEFORE USE, Design valid far use only with falrekS connectors, This design is based on x an individual istAdfrig component, not il upon parameters shown, and is fr 0 INS$ system, Before use, the Wining designer nrott vedly the appycorri ty of d eters and property inc .ata the design into the overall '97 members only, Additional temporary and pen anent MiTeW onitatng design, arguing indicated is to prevent buckting of individual truss vmb e9dI lem, r bracing is always required for inoblity, and to prevent coltorne Win possible personal injori, and property damage. For general guidance recording the 7777 Grearditior Lane fobricotion, storage, dervery, ereolionand bracing rif rwssesond truss systems, see ANSVII'll Quality Crifirda, DSO -09 and SCSI buildlisa component SuRst 109 Sisfetylistrareration ovokabre horriInas Plate institute. 216 N. Lee Street, Suite 3t2, Alrocindrrm VA 22314. 1 3s4 h 3 3x4 11 MM WARNING - Verify dealer P.O. and READ NOTE'S ON TMS AND INCLUDED All nin( REA'ERANCE PAGE AW -1413"'v+ 1010=015 BEFORE USE. Des`+ n va€9d tear use onty Win AAiTek1t connectors. This design is issued c�anty upon Ps?�rsrsreters shefwn. and is Cor on individurn buitaing component, not �^ a truss system. Serous use, the buts ling desiggnsr most vedy the oPp#cob” ty of destr,7n parameters and property incauparote it* design Onto the ovens!! building design.. Bracing kidicased is to prevent bus king of individual buss web ondtor chant members only. Additional temporary and peumnent bracing is orways required tier stoblity and to peevent catiopse Wth posstbse pesstm s intury and ptopwty drsrnoge, For general guidance rergorri ng the 7777 Greenbiek Lane fabrication, storage, delivery, ereeilon and brocing of trusses and truss systems, see ANSUrru Quality Corona, DSS -89 and SCSI Burning Component suite 104 Safety tntormation available from Truss rate rnsfisute, 218 As tee Street. Suite 312, Atexanduss, VA 22.314. Cs€rue Mmt9_hsf�gP,.�� LOADING (psi) SPACING- 2-0.0 CSL DEFL. in (loc) teell Ltd TC 0.55 Vert(t.L) 0.01 -7 >999 480 PLATES GRIP MT20 1971144 TOLL 40,0 Plate Grip DOL 1.00 TCDL 50.0 Lumber DOL 1.00 BO 0.13 l Vert(TL) -0,03 6-7 >999 360 BOLL 0.0 Rep Stress Incr NO WE 0,18 Horx(TL) 0 00 6 rata uta (Matrix) Weight 26 lb F7 = O%F O%E BCOL 5,0 Code IRC2012ITP12007 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-3 oc purlins, except TOP CHORD 2x4 SPF No.2(flat) end verticals. BOT CHORD 2x4 SPF No.2(flat) WEBS 20 SPF No,2(flat) BOT CHORD Rigid ceiling directly applied or Ed0-0 or, bracing. REACTIONS, (lb/size) 7=-32/Mechanical, 6=1173/0-5-8 Max Uplift 7=-195(LC 4) FORCES, (Ib) - Max. Comp,/Max. Ten. - All forces 250 do) or less except when shown. TOP CHORD 2-3=0/953,3-4=01949 BOT CHORD 6-7-33110 BS 3-6=-255/0,2-6=-850/0,2-7=0/400,4-6=-110410 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) plates checked for a plus or minus 0 degree rotation about Its center. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 to uplift at joint 7. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. fastened to each truss with -10d (4,131" ft 3") nails. Strongbacks to 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and be attached to walls at their outer ends or restrained by other means, 7) CAUTION, Do not erect truss backwards, 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 500 Ib down at 5.11-7 on top chord. The designtselection of such connection device(s) is the responsibility of other's. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), NO L1 LOAD CASE($) Standard Increase=1.00, Plate Increase =1.00 * �.e•'"+.,�e ' 1) Dead + Floor Live (balanced): Lumber : + Uniform Loads (plf) Vert'. 5„7=-10, 1-4µ-100 ' Concentrated Loads (Ib) + t Vert: 4=-500(F) *, Mo a lost, WARNING - Verify dealer P.O. and READ NOTE'S ON TMS AND INCLUDED All nin( REA'ERANCE PAGE AW -1413"'v+ 1010=015 BEFORE USE. Des`+ n va€9d tear use onty Win AAiTek1t connectors. This design is issued c�anty upon Ps?�rsrsreters shefwn. and is Cor on individurn buitaing component, not �^ a truss system. Serous use, the buts ling desiggnsr most vedy the oPp#cob” ty of destr,7n parameters and property incauparote it* design Onto the ovens!! building design.. Bracing kidicased is to prevent bus king of individual buss web ondtor chant members only. Additional temporary and peumnent bracing is orways required tier stoblity and to peevent catiopse Wth posstbse pesstm s intury and ptopwty drsrnoge, For general guidance rergorri ng the 7777 Greenbiek Lane fabrication, storage, delivery, ereeilon and brocing of trusses and truss systems, see ANSUrru Quality Corona, DSS -89 and SCSI Burning Component suite 104 Safety tntormation available from Truss rate rnsfisute, 218 As tee Street. Suite 312, Atexanduss, VA 22.314. Cs€rue Mmt9_hsf�gP,.�� 3x6ii 1 Special %...- _----..i Scale u- 1.24.3 axe iS 3X6i{ LOADING fast? SPACING- - 2-0-0µT CSL - DEFL - — to (too) /!deli Lid PLATES_ � GRIP __.. TOLL 40.0 Plate Grip DOL 1.00 pV TC (Y44 .M Vert t -L) 0.00 7 >999 480 MT20 1971144 TCDL 10.0 Lumber DOL 1,00 SC 0.26 � Vert(TL) -0.04 6-7 >999 360 MT20HS 1481108 BCLL 0.0 Rep Stress Incr NO WB 0 20 f-forz(rL) 0,00 6 nil Tris }# BCDL. 5,0 Code IRC20121TP12007 (Matrix) 6 Weight, 29 Bb FT 0%F OIoE LUMBER- BRACING - TOP CHORD 2x4 SPF No.2(ftat) TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purfins, except BOT CHORD 2x4 SPF No.2(ftat) end verticals. WEBS 2x4 SPF No,2(ftat) BOT CHORD Rigid Getting directly applied or 10-0.0 oc bracing, REACTIONS. (Ibfsize) 7=4390slIechanical, 6=1611/0-5-8 Max Gran 7=451(LC 3),6=161 1 (LC 1) FORCES. (fb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=0/519, 3-9=0/519,3-4=0/51 1 BOT CHORD 6-7=0/598 WEBS 3-6=-400/0,2-7=-64010,4-6=-692/0, 2-6=-129210 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) All plates are tMT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5) "Semi-rigid pf ichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss„ 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oG and fastened to each truss with 3.10d (0.131" X 3") nails, Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Hanger(s) or other connection devices) shalt be provided sufficient to support concentrated toads) 500 lb down at 5-3-7, and 571 to down at 1-10-4, and 571 to down at 3-6-12 on top chord. The design/setection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). NOO L/ LOAD CASE(S) StandardQ ««««««««««! 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase= 1.00 Uniforml Loads (pit) Vert 5-7=-10, 1-4=.100 Concentrated loads (0d to Vert 4=-500(F) 8=-491(F) 9=-491(F) 6766M» 4MARwasso • u«rfry design param«tars and READ eforEs on Ito,$ AND INCLUDED Janes REEERANCE PAGE UH -7673 rml, leas 015 aEEDRE USE. Garen vattd hat use rimy with svilayt� canneciom This desegn is teased on�, open pcva eters sho+rm. ar+d es Fur an hsdividuat rauSidpng camporxent„ not a Insss lysins,. 9erare use. the buMing designer must verity the conte real ity of design parameters and Instantly incorporate this design into the overall Mi ']' pursuing design. Bracing indicated is to prevent buckling of uadividusa puss wrb and/or chord members onry. Additional terrpoicry and permanent terracing o IY1k l�w �( is always required for sonctity crud to prevent co3ame with possines personae Injury and property damage, For generce guidance regarding the 777.7 Gree Lane towicatacrrr Octave. deftvery, erection and bracing of trusses and truss systems, sae ANSVTpll Quattty Chisons. DSS,Trs and SCSI 6agding Component Suite 109 Safety Information moll able from Truss Pirate trss itarfe. 2r8 N, Lee Street, Suite 312. Atexandim, VA 22314, Ckr s e his CA 9 s_._ _... ....,...._e. __._. .__..__...�......_.._.u...._„�_..____._ Plate Offsets (X �) , �2 0 1 � Edge,) � LOADIN lost) SPACING- 2.0-0 CSL DEFL. In (too) ttdefi Lid PLATES GRIP TOLL 40.0 Plate Grip DCL 1,.00 TG 0,16 Ved(LL) Tile Tile 999 MT20 1973144 TCDL 10.0 Lumber DOL 1.00 BC 010 Ved(TL) me n/a 999 BOLL 0.0 Rep Stress Incr YES WB g114 Horz(TL) -0.00 3 We nla Weight 8 lb FT 0%F 0°!uE BGDL 5,0 Code IRC2012rrP12007 (Matrix) ___ ._ LLih98ER._ BRAClNGa TOP CHORD 2x4 SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-6 or; purlins„ except BOT CHORD 2x4 SPF No,2(flat) end verticals. BS 2x4 SPF No.2(ftat) BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing, REACTIONS. (11shuze) 3=8711-8-6,4=8711-8-6 Max Uplift 3-a347(LC 7), 4--347(LC 6) Max Grass 3=388(-C 4), 4=388(LC 5) FORCES. (lb) - Max. Comp.lMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-380/355,1-2=4951495 BOT CHORD 3-4495149 WEBS 2.4--660/660 NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i,e, diagonal web), 5) Gable studs spaced at 1-4-0 on. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 to uplift at joint 3 and 347 to uplift at joint 4. 7) This truss teas been designed for a total drag load of 350 pif. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-6 for 350.0 pit, 8) "Semi-rigrd pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Recommend 2x6 strongbacks on edge spaced at 10-0-0 on and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to'�7F be attached to walls at their outer ends or restrained by other means, aaeaaaaaef' i66* t WARNING = Verity dasfpn p.efors and READ NOTES €FN miS AND INCLUOEO Mt7EK REFERANCE PAGE faF 473 cess. 101034015 BEFORE USE. {design voird for use only Win Mt e'er connectors 'Thus design es Lased oft upon poomeless shown, and fie for on individud buiWisg component, not y o Incas system. Before use, the building designer rfwsr veriN the oppficabr'ra€y of dauugn parameters and property Incorporate this design into the overcall ie buDding designs. Bracing indicated 4 to prevent buckhng of hdisiduaf truss web rand/or chard mourners only. AdcrWoncai temporary and peau aanent bracing is always re^gvir ^.d for stability and to prevent cottopse WM passible personal injury and property darnoge, for genera} guidance regarding the 7777 Greets Lane fob:8cotion, storage, detesery, erection and bracing of trusses and truss syslerni, see ANSI/fFn Quality Classic, DS8.89 and SCSI Bu44109 Coral nnent Suits 1 9 .,.._, Safety Information ovoiiab&e from Truss Ptafe Instil0e, 218 N. Lee Street. Suite 312. Atexond o. VA 22314. I n Z 0 ,a caQ °X EE > �- pn ,aca> c 0w cD n e µ A � cU •s i� D ID C? ga. r CST}' - C?t CS" ' 'an ) t7co ID C?m O on ID (i ce ea a ° cz ea -' 0 c> 0 0.0 � � e , c�a �' Z I rory Acca' c ° to. ca c 0 c9 nc2n ` 0 cT �, � ss ci � ^. :)O is e tCa t 1 t7 G2 ' M to 03 n � � � c� ( x Q•} Q (D - r -i C) ti feat i ge uilding proved .. .__. _ . .......... ...... .... ... . Shop Drawing Approval TWS LgYc..rP¢STN€:S;Ck.k SCasJRCE FOR rABRIC;AP,CNCE ,R'st#SESAPSd Yi3ltkS ALS. �' AXIAL— .. ,,_ TRUSS LAYOUTS. REOE4U Ann APPROVAL O: THM LAYO ( MUST N£ RSUEty'k10 BEFORE SAY TRUES�"S WILL se SUUT. VERIFY A(t. CONDTIONS TO WSURE AGAM67 CHANGES THAT N#F¢$ RESULT M EXTRA, CHARGES TO YOU. R_ an the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure, The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer, For general guidance regarding bracrngL cnnsutt "Bracang of wood trusses" available from the Trews Elate institute, 563 UOnrfrio Drive: Madison, W 3179 s Builder: CREEKSLDE HOMES II4(fjPn Des€finer. LC Address. PResn"Ild 3385 QUAIL CT Model PLAN 3A J 9 CAR SIDE LOAD Project: QUAIL HOLLOW ._ ......,.. Job No, .�„ . .,._...._. .... ....... ... ............. . .......... i C_CSOVERE3A4S R_ an the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure, The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer, For general guidance regarding bracrngL cnnsutt "Bracang of wood trusses" available from the Trews Elate institute, 563 UOnrfrio Drive: Madison, W 3179 MITek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: LC--CSQHP3A4S Fax 916/676-1909 Creekside / Quail - Plan 3A 4 Car Side The truss drawing(s) referenced below have been prepared by MiTek USA, Inc, under my direct supervision based on the parameters provided by ProBuild - Colorado Springs. Pages or sheets covered by this seal: R46272816 thru R46272909 My license renewal date for the state of Colorado is October 31, 201T L,urnber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely On lumber values established by others. IMPORTANT NOTE: Truss Engineers 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. -- -Jr January 7,201 Cr Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSIfT'Pl 1. r� 20•D 6-0.0 7-11•13 7-11-13 7-11•13 2-ao so -4 Baa 4•0-e 1-11s 20-0 4x4 .::-,. 4x5 "...4x4 == f; 7 4x6 = 64 = 2z4 16 4*3 6xa :ww AA 9 9 37' 40 11 t2 25 3e 39 40 25 24 4R 42 23 43 44 45 X2 10xT0= 4x8 8,00X12 3.10 11 9x5 == szlx 4Z 12x44 11 2x4 18 US e 5x6 ;= 4x4 = 6x92 MIT20ffS %% LOADING (psf) i SPACING- -0.0 CSL TOLL 30,0 Plate Grip i3OL 1.15 TC 0.47 iTCDL Ids Lumber DOL 1.15 BC 0.58 SCLL. os Rep Stress incr NO WE OA4 BCL)L 70 Code IRC2009rrPI2007 (Matrix M) LUMBER - TOP CHORD 2x6 SPF 210OF 1.8E BOT CHORD 2x6 SPF 210OF 1.8E BS 20 SPF No.2 SLICER Left 2x8 DF 1950F 9.7E 1-6-0,, Right 2x6 OF 1950E 9.7E 1-6-0 REACTIONS. (Iblsixe) 2=5824/0-5-8,15=572710-5-8 Max Harz 2= 174(LC 15} Max Uplift s=-1779(LC 7), 15=-1527(LC 7) a Vert(LL) 0.43 22-23 >999 240 -0,90 22-23 >643 180 Hor7(TL) 0,23 15 n/a DID PLATES GRIP MT20HS 148/11 Weight: 843 to FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6.0.0 cc puffins, except 2-0-0 oc parties (6-0.0 max.); 4-12, BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCE& (to) -max. Comp,/Max. Ten. - Ali forces 250 fib) or less except when shown, TOPCHORD 2-3--550711717,3-4=.823712641, 4-35=-1259613955,5-35--1259713955, 5-6=-1474014656,6-7=-1474014656 736=-1373614181, 8-36�13736141811 25-40=-193216539, 24-25=-3725112596, 24-41 =-3725tl 2596, 41-42=-3725112596, 23-42=-3725112596, 23-43=4425114740, 43-44=-4425/14740, 44-45-4425114740, 22 -45= -4425114740,21 -22=-4578/15967,21-46=-3922114515,46-47--3922114515, 20 -47= -3922/14515 20-48=-233819257,48-49=-233819257 19-49=-2338/9257, VVFBs 4-26--4841685, 4-25=-208317089, 5-25=-2177/580, 5-23--81412526, 7-23=-4201496, follows:7-22-1206/565, 8-22=-7478/1922, B-21-2048/7813,11-21 =-I 28213852, 11-20=-27341820,12-20=-1911/6395,12-19--37111452,12-1 8=- 1321766. 13-18-1462/5775 13-17-31281798 NOTES - 1) 3 -ply truss to be connected together with 10d (0,131"x3') nails as follows: Top chords connected as Staggered - Bottorn chords connected as follows: 2x6 - 2 rows staggered Unbalanced_excs�_t if noted as front (F) or back (8) face in the LOAD CASE(S) section, Ply to Ply connections have been pro ded to distribute only loads noted as (F) or (B), unless otherwise indicated, roof live loads have been considereddesign.heights); cantilever left and right exposed; end vertical left and right exposed� Lumber DOL=1.60 plate grip DOL -1 60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 *, 7) Plates checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a r psf bottom chord live load nonconcurrent with any other live loads « «igtruso4c,earino plate capable of WARNiso • it"try design parameters and READ NOTES ON THlS AND 3NCLvoEv *drEK REFERANCE PAGE AWW'47.3 rov. 10102 015 BEFORE USE, Oesign vaidd for use only wins t.+ usob connectors This design is based onto rn upon pefoms shmwn, and is tot an individual bilding component. not a mass system, before arse, the bufsitng designer trrust veedfy the ap0000bi ty of design parameters and property bscorporode this design into the overdi builryng4 densign. istocing indicated 4 to prevent buckfing of indGvidual mass web and/o€ chord rnembeas only, Additional ie. .art and pernwnent brocsng is olvroys required for stability and to prevent collapse uAth possible personal misty and property dons age. For general guidonce regarding the fob3cat+on, storage, delivery+., emcrian nand fencing of trusses and truss systems, sea ANSON) Quality fdlksdo.. DSI -89 and SCSI 8ultddng Component Soariy infuse adens srs ail able from Inas Petra tnslitute. 2€8 N, Lee Street. Su#fe 3b2 Atexarsde o VA 22314. NOTES - 10) "Semi-rigid pitchbreaks with fixed heels.. Member and fixity model was used in the analysis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 12) Hanger(s) or other connection desfice(s) shelf be provided sufficient to support concentrated load(s) 816 in down and 394 Ic up at 6-0-0, 256 lb down and 171 is up at 8-0-12, 256 lb down and 171 In up at 10,0-12, 286 lb down and 108 is up at 12-0-12, 286 Hp down and 108 Pb up at 14-0-12, 286 lb down and 108 to up at 16-0-12, 286 to down and 108 to up at 18-0-12, 256 lb down and 171 1b up at 20-0-12, 256 to down and 171 lb up at 21-11-4, 256 to down and 171 to up at 23-11-4, 256 1b down and 171 lb up at 25-11-4, 256 Ib down and 171 to up at 27-11-4, 261 lb down and 102 lb up at 31-11-8, 261 lb down and 102 In up at 33-11-4, 261 lb down and 102 to up at 35-11-4, 261 to down and 102 to up at 37-11-4, and 261 Its down and 102 in up at 39-11-4, and 821 di down and 222 lb up at 41-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber tnerease=1,15, Plate Increase =l, 15 Uniform Loads (plo Vert: 1 -4= -96,4 -12= -96,12-16=-96,22-27--14,21-22=-14,18-21=-i4,17-18=-14,17-31=-14 Concentrated Loads (lb) Vert; 24=-286(F) 21=-261(F) 26=-816(F) 25=-286(6) 23=-256(F) 19-.821(F) 38=-256(F) 39=-256(6) 40=-286(F) 41=-286(F) 42=-256(F) 43= -256(F)44 --256(F) 45=-256(F) 46=-261(F) 47=-261(F) 48=261(F) 49=461(F) WARMING - Sandy design parameters and READ NOTES ON THS AND INCLUDED WTEK REFERANCE pace MY -7472 rev, 1"MIS BEFORE USE. Design valid for use ority, v4fih blifen& connectors, Ms design's bound any upon pommenes shown, and is tor on andveluoi hukregcomponent, not IS a truss system, before use. Etre building designer muss verity the applicraoity of deign poromelers and property incorporate Ink, design into the overall boWN design. arocksgi Indicated is to pievent buckling of indbidQol truss web and/ear chord members only. Additional to orb" and POirnOrsent br0c4`9 MiTek* is osoesys required Sir stab0hy and to prevent corfame with possible personal intury and property damage. For geneirli guidance regaining the 7777 Greenback Lane lobfirmiker, boroge. delivery, erection and bracing of trusses and truss systems, see ANSI ian deeply Caddo, OSB41 and OCU Inifiding Component Suite 109 Safety information availobie from Truss More inalfote. 2 IS N. Lee Street, Sucre 3) 2 Alexandria, VA 22314. so 2 9 iF 9 Q } 1§-_!-J1_1_1's2 7 11 29.1/ 8 31 41 $k 4f t£RO , . m U ffi .#•U-a41.R:v vatNu, R4, 2-0-g.{,-., ..._�3Y`1 ., .-----m"p _..�..7.3-ta., 1„_,.._..._ 73-1 ...._�.._ -.7- .13.,n __ •2. -_. n..,_. _ _w..._... ...�.. ., 0 _.. -coir 8.•r�s 4-a-� 2.4.0•t1-8 2-0-0 4x4 . 2 c 4 2X4 1 4x6 '»°:c 6x14 = 2x4 24 8x6 - as 5 a 77 7 8 28 9 24 23 2t 21 24 196X6 ✓, iB 14 4x8 :::":. 4x6 ..": sure :=:. ass =" toxic --. sx8 =:= sure 4x9 = 8.00 512._ LOAD NG (psi) SPACING- 2-0-0 CSL DEFL, in (tae) VdeFI Lld PLATES GRIP TCi.L 30,0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.33 18 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.57 E Ver1(TL) -0.7419-20 >174 180 BCLL 0.0 Rep Stress their YES 0 8 Horx(TL) 0,28 i 14 n/a nro Weight' 277 to F t o% BCDL 7,0 Code IRC20091TPI2007 (Matrix M) LUMBER- TOP CHORD 2x4 SPF 2400E 2.0E *Except' BRACING- TOE' CHORD Structural wood sheathing directly applied or 2-2 0 4c purlins, except 3.6,6-9; 2x6 SPF 2100F 1.8E end Peri€cats, and 2-0-0 oc purlins (3-5-5 rnax.): 3-9. SOT CHORD 2x6 SPF 2100F 1.8E *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 15-16,14-15:2x4 SPF NO -2 6-0.0 oc bracing 14-1 & VVESS 2x4 SPF No.2 *Except* 2-24„12-14: 2x6 SPF 2100E 1.8E WEBS 1 Raw at mid pt 7-19 Weir recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer tn� atlatton_ cede �_. __._ REACTIONS. (ibJstae) 24-282910-5-8,14=282910-5-8 Max Herz 24=265(LC 6) Max Uplr024=-285(LC 7), 14=-285(LC 7) FORCES. (to) Max, Comp./Max. Ten. - Ali Forces 250 (lb) or less except when shown. TOP CHORD 2.3=M3543/326, 3-25=-45241460, 4-25=-45311457, 4-26=.-5173/505, 5-26=-51731505, 5-6=-51731505,6-27--51731505,7-27=-51731505,7-8=-58761506, 8.26=-59011512. 9,28=-5895/514,9-10=-4334/347, 10-11=-47031298,11-12z,-22801193,2-24=-2756/313, 12-14=-2801/292 BOT CHORD 23-24-1551544,22-23=412771, 21-22=-7/2771, 20-21=-14114524,19-20=-173/4900, 18-19=-201/5726,17-18=-2/3556,16-17=-55t3885,15-16=011972 WEBS 3-21=-17512368, 4-21--14021171, 4-20=-641887, 5-20-6971126,7-20-24/412, 7.19=-29771134, 7-18=-54/2511, 8-18=-5871106, 9.18--22512795, 9-17=01450, 10 -17= -368163,11 -16=-6912409,11-15=-2237/75,2-23=012242,12.15=-126/2143 NOTES- 1) plate2) Wnd� ASCE 7-05; 105mph; TCDL=10,8psf; BCDL=42psf; h=15ft; B=45ft; L=48ft; eave=6ft; Cat, ll� Exp C.- enclosed� MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL= 1,60 3) Provide adequate drainage to prevent water pending, rotation4) Plates checked for a plus or minus 5 degree other5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any Y i # 7) "Semi-rigid pitchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss. Graphical .. not or * bottom January 7,201 Oa— iPYARNPNG - V ity+3es3gn Fararrrsrera and READ NGYES OK TINS AAO FNCLUU£"DWTEK REFEAA.NCE PAGE W-7471 rev. 141"015 BEFORE USE. Design vatad for use only with Mlm* connectors, tiers design 4 based cant1sv upon pyosmeten shovo, and h for an Indiv3duai burtaing component, not a truss system. Before use, the building designer must verity Ine oprikoto ly of design, parona eters and propedy Naccepcxerte this design into the overall til". building design. Bracing indicated is to prevent unerring cat individual truss web /and/or chord membees only. Additional ternporcary sand pesmonenr brocing is always required for stability and to rse:venIt collapse YAM pass kale personal hijiury and property domage. For general guidance mgtxding the 7777 Greenback lane fabrication, storage, delivery, erection and bracing of trusses and hurls systems, see ,ANSuIP11 Quality Canner 0S8-54 and SCSI Stsilding Component Suite 149 Sextets informalmn avoibbie from Truss Note institute, 218 N. Lee Sheet, Suite 312- Alexandria, VA 223f4. CN.raa Reis ail,cn g§! 2 -U -U b-1191 +s-ev-a -1. 1. -1- ,,. 6X6 = 36 2.4 6 3x10 '` 5x8 -::: 2x4 Et 26 25 24 'f4 22 21 20 _ - 4X6 r„.-. ,,..,. 4st6 po fi 5x6 - 4X6 .... 4x6 .::' �x€a == 4xa .- 4x5 :"" 4xa :: aiix�i7' _.. LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (ioc) Pfdefl Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 1,00 Vedd-L) -0.32 21 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 BC 1,00 Vert(TL) -0,72 21 >788 190 MT20HS 1481108 BCLL O.0 Rep Stress Incr YES VQ 0,62 Horz(TL) 0.33 15 nta n1a Weight 272 to FT = 0°8a BCDL 7.0 � Code 1RC;200 P12007 (Matrix M) LUMBER- GRACING - TOP CHORD 2x4 SPF 165OF 1.5E TDP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x6 SPF 210OF 1,8E *Except' 2-0-0 oc pudine: 4.10. 17-19,16-17.15-16. 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 "'Except` 2-2-0 do bracing: 17-18 2-26,13-15: 2x6 SPF 210OF 1.8E 6-0-0 oc bracing; 15-16. BS 1 Row at mid pt 5-22,8-20 r- MtTok recommends that Stabilizers and required cross bracing be installed during truss erection, to accordance with Stabilizer REACTIONS. (lb/size) 26=282910-5-8,15=282910-5-8 Max Harz 26=309(LC 6) Max Uplift 26=-285(LC 7), 15=-285(LC 7) FORCES. (to) -Max, Comp./Max, Ten, -All forces 250 {ib) or less except when shown. TOP CHORD 2-3-33051295, 3-4=-3366/373, 4-27=-3813/432, 5-27=-3815/431 . 5-28=-41881458, 6-28--41881458, 6-7=-41881458, 7-29=-4188/458, 8-29--41881458, 8-9=-44541433, 9.30--44651435, 10-30--`4463/436, 10-11--40701358, 11-12=-47091304, 12-13--2263/189, 2.26=•2736/300, 13-15=-27951293 BOT CHORD 25-26-2061349 2425=-3512633, 23-24=012714, 22-23=012714, 21-22'--6213812, 20-21=-7413956,19-20=-88/4574, 18-19=0/3255, 17-18=-78!3919, 1 6-2 7=071945 WEBS 3-25=-542/74,3-24=-821290,4-22=-12911733, 5.22=-1189/153, 5-21=-421638, 6-21=-639/113,8-21=-241432, 8-20=-2268172, 8-19-011653, 9.19=_417165, 10.19-.13811816, 10-18=0/410,11-18--698/116,11-17=01262,12-17=-9812482, 12-18=-2221162, 2.25--13612507,13-16-11912131 0I NOTES- 1) OTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 105mph; TCDL=10.8psf, BCDL=4,2psf; h=15#t, 8=45ft, L-48tt; eave=6ft; Cat. ii; Exp C, enclosed; M R (ail heights); cantilever left and right exposed ; end vertical Pett and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water ponding. 6 om 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center'. 6) This mass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O » 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t= Ib) 26-285, 15=265 6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. c' 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � - January J nuary 7,20116 WARNING - Hefty d«stgn par«rrr«terx and READ Notes ON THIS AND INCLUDED ANTEas REFERANCE PAGE W7413 rev. 10/oactif" BEFORE VSE. C? , an valid feu use only Wth Nu100 connectors. Thn design B based o,s,y upon parameters sfsc+wn, and is for an individual kyutk3ing cneaFaaner+t r�ai ;y^ a truss palern- Before use, the building designer must verity the opp&cob4ty of design parameters and pries" ku or osme this design into the overate ° i .„ b0iding design. Bracing indicated is to prevent buckting of fnclM um truss web and/or chord members only. Addironof reruparary and peen orrent buscing is always requited for slabitity and to prevent coSapse urith Possible personae "sn}tny and properly da e. Far general guidance regarding the "shi rsceenbaek i.sne Nab'scotitm, storage, derive ry. erection and bracing of trusses W-4 truss sysferrrs. see ANSVII'lt Qualify Criteria, OSS -89 and BCS/ SuBding Component Su%#e 149 Safety Information avaliabte from Fruss Plate €nsfilute. gni N. Lee Street, Suite 3Q, Aiex`.andr'ia, VA 22314. C4eue t?s" f�a,p.Ll_s� M om 3X6 US 3.6 :,-44 a"- W 6 5X8 u A 7 29 a3C 9 Sown - 11910 23 22 21 axe 316 5XI0 � 17 16 26 25 24 4x6 _Z 4x4 rise __ 5X8 I= 4X6 4X6 5X6 4X8 1=1 8,00 51 LOADING (psf) SPACING- 2-0-0 Cst, DEFL. in (loc) Well Lrd Vert(LL) -0,27 20 >999 240 PLATES GRIP MT20 1971144 TCLL 300 Plate Grip DOL 115 TC 0.83 TCDL 18,0 Lumber DOL 1.15 BC 0,93 Vert(TL) -0.60 20 -942 180 BCLL 0,0 Rep Stress Incr YES VVB 0,72 Horz(TL) 0,31 16 rata We Weight 282 In FT = 0% BCDL 70 Code IRC2009/TP12007 (Matrix -M) LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied, except end verficals, and TOP CHORD 2x4 SPF No,2 2-0-0 oc purlins (2-7-2 max,): 3-9. BOTCHORD 2x4 SPF NOS *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 23-26,20-21,21-23: 2x6 SPF 210OF I_8E 2-2-0 no bracing: 18-19 WEBS 2x4 SPF No,2 *Except* 6-0.0 oc bracing: 16-17. 1.26,14-16: 2x6 SPF 2100E IftE WEBS I Row at milipt 4-24,5-22,5-21, 7-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L trlst REACTIONS. (fistsize) 26=2589)Mechanical, 16=2813/0-5-8 Max Harz 26-337(LC 5) Max Uplift 26=-199(LC 7),16=-285(LC 7) FORCES, (1b) - Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-32591312,2-3=-3231/391, 3-27=-2548/362, 4..27=-2551!361, 4-28=-34091418, 5-28=-34091418, 5-6--33061419,6-7=-330W4i9, 7-29=-3608/402,8-29=-36081402, B-30=-3616/403, 9-30-36121404, 9-1 0=-37391389, 10.11=-4604/402, 11-12=-46971376, 12-13=-46451286,13-14--22521792 1-26--2508/218,14-16=-27771294 BOTCHORD 25-26=-2651406, 24-25=-30/2596, 23-24=-413270, 22-23--4/3270, 21-22-_2213506, 20-21=-913834,19-20=0/3032,18-19=-14/3373,17-18=011971 WEBS 2-25=-519174,3-24--11211191,4-24=-1367/111, 4-22=01514, 5-22=-386172, 5-21=-460/41, 7-21=-1599/19,7-20=011197, 8-20=-264/43, 9-20=-11011336, 9-19=-42/551, 10-19-536/134,10-18=-511763,12-18=-302/114,13-18=-51/2362, 13-17=-2277/75,1-25=-11012417,14-17=-14412188 NDO 00 NOTES - live loads have been considered for this design. 1) Unbalanced roof 2) Who ASCE 7-05; 105mph; TCDL=10,8pst BCOL=42psf; h=15t B=4511; L=48ft; eave=6ft; Cat, 11; Exp C; enclosed; MWFRS (ail left and right exposed , end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 heights); cantilever G OM 3) Provide adequate drainage to prevent water pending, 4) Plates checked (or a plus or minus 5 degree rotation about its center. for 10,0 bottom chord live load noncorcurrem with any other live loads, 5) This truss has been designed a pat 6) Refer to girder(s) for truss to truss connections, 26=19% 7) Provide mechanical connection (by others) of truss to bearing plate cap able of withstanding 100 In uplift at joint(s) except at=lb) 16=285, 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. AM 9) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. - January 7,2016 AWARNING - Ve#yd,.Rrup..av orrat NEADNOTES ON THIS AND INCLUDED WTEK REFERANCE AAO N01.7479 rev, 1""015 BEFORE {PSE" Design, voided Oar use one with Migiefir connsyclors, This design h based rsn�fnpon barometets sho,&n, and Is tot an individurdbuilding component, not 0 Tons system, Sefous use, the building designer must venfY the appyrob of design parameters and property incorporchr this design into the ovefafl i bulkling denr9n. Bracing Indicated is to prevent buckling of indridual truss web and/or chord members Only. Additional eenporary and prenocvent bracing MTek' is oNwryS repaired for slabifily, and to prevent cogainse Mir, po%srbie personal injury and property dornogie, for densest guidance regarding the 177 . Inertack Lane l fobrica Ion, sfvrsrre, delrehy, etection and bracing ofee trusses and truss aukum, gee ANSYTI'll QV*ffn(Cdusda. 055•89 and SCSI livilding ConaMs"On" Ca�,1g.1, SefetyInimmoson available, from Truss Plate insWunt, 218 N. Lee Sheet Suite V2, Arexandrio, VA 2231k ------- - -------- 6i1fi3-7E! aca�xz..------ 6-7-7 ,_..__6 7 7 6--9»3 6.7-7 6.111-4 7.1-12 sots F2__ 7x4 I 24 25 602 MT20HS -- 21 26 19 18 17 16 15 14 13 12 06 ::::. 5x6 = 300 = 5,6 ;:.";. 445 LOADINGIm DEFL in (too) lideft Life PLATE x GRIP l"C 17.89 Vert(LL) -0.2116-17 >999 240 MT20 197/144 BC 0,76 � Vert(TL-) -0,4916-17 >999 980 MT20HHS 1481108 um a Horz(TL.) 019 12 n/a n1a ght 26216 FT 0" 11 BCDL 7.0 Code lRC2009/TPt2007 LUMBER - TOP CHORD 2x4 SPE 1650E 1.5E SOT CHORD 2x4 SPF No,2 BS 2x4 SPF Na,2 *Except* 1-21,11-12: 2x6 SPF 210OF 1.8E REACTIONS. (lb/size) 21=2594/Mechanical, 12-259410-5.8 Max Herz 21=-352(LC 5) Max Uplift 21--201)(1-C 7), 12= 200(LC 7) CSI. DEFL in (too) lideft Life PLATE x GRIP l"C 17.89 Vert(LL) -0.2116-17 >999 240 MT20 197/144 BC 0,76 � Vert(TL-) -0,4916-17 >999 980 MT20HHS 1481108 VVB 0.62 Horz(TL.) 019 12 n/a n1a ght 26216 FT 0" (Matrix -M) BRACING- TOPCHORD Structural wood sheathing directly *applied, except end verticals, and 2-0-9 oc puffins (3-1 -15 max,): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 1 Row at midpt 2-19, 5-17 5-16, 7-16,10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance vain Stabilizer .,. ♦EXCept when shown. TOP CHORD 1-2=-33281325,23-3139/340,3-4=-29391411, 4-22=-29801427,22-23=-29811426, 5-23=49831426,5-6-2993/426, 64-2993/426,7-24=4996/427, 24-25-29941427, 8-25=-2992J427, 8-9=-29911413, 9-10=-31961341, 10-liz-3480/333,1-21=45431225, WEBS 2-20=-409180, 2-19�259/149, 4-19=-451317, 4-17=-7511110, 5-17= -8371120 7 -16= -704/118,8 -16=-7011066,8-14--48/359,10-14=-354/159 10-13-315178, NOTES - t) Unbalanced roof live loads have been considered for this design, 2)Wind: ASCE 7-05; 105mph, TCDL-=10.8psf; SCDL=4.2psf; h -15k B-45ft; L=4811; cave'x45k Gat, ll; Exp C; enclosed; MWFRS (ail heights); cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.61 plate grip D0L=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise 'indicated. 6) Plates checked for a plus or minus 5 degree rotation about its center,. 7) This truss has been designed for a 10,0 pat bottom chord sive load nonconcurrent with any other dive loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at tonsils) except (jt -6b) 21=200, 12-200. 10) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord- WARNING • Vent, desfAn Insayraters mad READ NOTES ON This AND INCLUDED AATEK RF-FERANCE PAGE AW -7t73 E. rev. 1"V20is BEFORE USE castn valid far arse only with A�a"teaar connectors. This design is bossed onttoy arpan proseueaers shown. and Is for an individual building - i component. not c6. trusa syxtem. Before use, the building designer rrttor verity the opplicabbh , of desagn paarar neters and property incorporate this design into the ovt„+rcr9! ty ba.7td-sng design. Bracing inddc..ated is to prevent bucking of indhAdvol truss web andtar chord members only. Add'illonot temporary and permanent broc:irof ITe R as orvaays req filled for siabN&ty and to prevent caboose wrath durable personeri injury and propestY damage. For general guidance regarding rhe 7777 Greenback tans fabricolion, narrow, delivery, erection and bracing of trusses and tars systems,. see ANSIAPit 4ua1ftY Crlteeria.. 05A»64 and EGSi Bulidtreg Campansnt Suite 109 Safety alio midis ovaixsbte firm Truss Plate institute. 268 N. tee Street. Suite 312, Alexandria, YA 2231 d. r-11-11 A 10 V sr -o'. sno k17 2X4 6X6 18 17 16 is 14 13 12 11 10 4x6 5ni 3x10 MT20HS = 5,8 Us = 5X6 476'6 34 = 3x10MT20HS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) lidef] Lid PLATES GRIP TOLL 30,0 Plate Grip DOL 1,15 TC 0.82 Vert(LL) -0.16 14 >999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1.15 E3C 0.75 Vert(TL) -0,41 13.14 >999 180 MT20HS 148/108 BCLL OC Rep Stress Incr YES 0.61 Horz(TL) 0,17 10 ma ithis Weight: 243 to FT - 0% BCDL TO Code IRC2009fTP12007 (Matrix M) 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 to uplift at joint(s) except (jt=lb) 18=200, LUMBER- BRACING - TOP CHORD 2x4 SPF 2400F 2CE TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 no purlins (3-11-8 max,): 4-6. WEBS 2x4 SPF No.2 'Except' BOT CHORD Rigid calling directly applied or 9-11-12 oc bracing, 1-18,9.10: 2x6 SPF 2100F 1,8E WEBS I Row at midlit 2-15,5-14,8-13 MiTek recommends that atabiiizess and required cross bracing be installed during truss erection, in accordance with Stabilizer . ......... ------- ------------ REACTIONS. (fly/size) 18=2594/Mechanical, 10=259410-5,8 Max Harz 18=-396(LC 5) Max Uplift I 8-200(LC 7), 1 0=-200(LC 7) FORCES, (to) - Max. Comp./Max. Ten, - All forces 250 (to) or less except when shown TOP CHORD 1-2=-33881336, 2-3=-30501343, 3-0-28201424, 4-19=-2719/432, 5.19=-2722J431, 5-20=-27221431.6-20=-27181432, 6-7=-28571426, 7-8=-3092,4343, 8-9-35231343, 1-18=-25381229, 9-10=-25371230 BOT CHORD 17-18=-3451483,16-17=-105/2665, 15..16=-10512665,14-15=0/2356,13-14=012385, 12-13=-11712773,11-12=-117/2773, 10-11=-411319 WEBS 2-17=-325183; 2-15=-4351181, 4-15=-5,5/423,4-14=-551835,5-14=-9061148, 6 -14= -581794,6-13=-57/460,8-13=-523/191,1-17=-8412459,9-11=-7712478 NOTES - 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-05; 105mph; TCDL.=10,8psf,, BCDL=4.2p$f; h=15ft; B=45ft; L=48ft; eave=6ft; Cat. If; Expr C; enclosed; MV RS (sit heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60 Lifir., 3) Provide adequate drainage to prevent water pending, 4) Ali plates are MT20 plates unless otherwise indicated, 5 its center �,NNOO 5) Plates checked for a plus or minus degree rotation about 6) This truss has been designed for a 10.0 pef bottom chord five load nonconcurrent with any other We loads. 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 to uplift at joint(s) except (jt=lb) 18=200, 6 766 MO 10=200. 9) "Semi-rigid pilchereaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, does depict the size or the orientation of the purfin along the top and/or bottom chord. tv 10) Graphical purfin representation not I saseptand, . vuydvsu#.maom.oc% and niumisforas ON rMSAND imCLUDEDAVrEXREFERANCEPAQEIW)-7473 rev. fW012015 BEFORE USE Design valid for use only with MiTelstis connecton, This design is based any upon parameters shown, and is for an indfskluor building component, not if a truss system. issnom use, the building designer must verify the opisticabMs, of design painmeters end propertyincorporme this design into the ovorsel busiding design. firocing rndicafedis to prevent buckling of individual truss web tinct/or chord members onty. Addillorrof temporary and permanent bracing MiTek' is always faqoked fm stabifify and to prevent crooner with possitate persond injury and property damage For general guidance resuming the 7777 Greentsid, Lane fabrication, storoge, delrvery, erection end bracing of Insaes and truss systems, see ANSITITH Quality Calf ala, OSS -89 and 6CV Suffisfirrift nommment y Swiss 109 Safety information ovahoble 216N, Lee Sliver Suite 312, Afexandda,VA 22.314, i.�az-- _.4.a.._,._ 8.00 N2 5x6 3x6 ;:;::, 3 ::::':. 7x8 4 27 6 6 728 8 26 25 24 23 4x6 -::. 5x6 = 3x90 MT2OHS 3x6 LOADING (per) SPACING- 2-0_0 CSI. TOLL 30.0 Plate Grip DOL 1,95 TC 0.79 TCDL 18.0 Lumber DOL 115 BC 089 BOLL 0.0 Rep Stress tncr YES WS 0.79 BCDL 7.0 Code IRC2009ITP12007 (Matra M) LUMBER- TOP CHORD 2x4 SPF 240OF 2,0E "Except' 4-6,10-11: 20 SPF 165OF 1,5E, 8-10: 2x6 SPF 210OF 1.81E 6-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 "Except* 14-18: 2x4 SPF 240OF 2.0E BS 2x4 SPF No.2 'Except* 11-16: 2x4 SPF 2400E 2.9E, 1.26: 2x6 SPF 2100E 1.8E REACTIONS, fblsize) 1 2=2 5 9910-5-8, 26=2599/Mechanical Max Harz 26=422(LC 6) Max Uplift 12 = 201(LC 7), 26=-200(LC 7) 416 .7: 22 21 3x9ttMi'20H5:°::: 13 12 Belo 3x4 i13 ": 3x90DAT20HS 2i 6x1O ==: 2x4 i! 5x12 2x4 fl LEGDOWN NOT DESFGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. 47-74 CDEFL. - in floc) I/deft Ud - � PLATES ��. GRIP Vert(LL) -0.3016-17 >999 240 MT20 1971144 Vert(TL) -0.7016.17 >805 180 MT20HS 1481106 Horz(TL) 0.55 12 n1a ria Weight 283 to FT = 0'"i,a RACtN- TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins, except end verticals, and 2-0-0 oc purlins (2-2.1 max.): 4.8, 10-11, BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. Except„ 1 Row at midpt 7-20 WEBS 1 Row at mtcipt 2-23,5-22,9-19,10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCE& (lb) -Max, Corrip,11slax, Ten, - Ali forces 250 (lb) or less except when shown, TOP CHORD 1-2-33931335,2-3-30621342, 3-4--28381424,4-27=-2705/428,5-27=-27051428, 5-6-3057/417 6-7--305'11417, 7-28--3055/416,8-28=-30551416,8-9--36961429, 9-10=-46841412,10-11--6260/444, 12-14=-25701203,11-14=,-24571190,1-26=-25441228 BOTCHORD 25 -26= -3781468,24 -25=-12112673,23-24=-121/2673,22-23-012350,7-20--S27186, WEBS 2-25=-335184, 2-23=-450/184, 4-23-621410, 4-22=-50/865, 5-22-12841112, 0r s 5 NOTES - 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE 7-05: 105mph; TCDL=10.Bpsf; BCDL=4,2psf, h=15ft; 8=456; L=48ft; eave=6ft; Cat, ll; Exp C„ enclosed, MWFRS (all heights); cantilever left and right exposed; end vertical Zeit and right exposed; Lumber DOL=1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psi bottom chord five load nonconcurrent with any other five loads. 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 to uplift at joint(s) except ((t -lb) 12=201, 26=200, 9) "Semi-rigid pitchbreaks with fixed beets" Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. WARNING, Vaud^ fy at.094 para itirra ar d READ NOTES ON This AND INCLUDED urEK REFERANC6' PAGE 01.7473 »u. 1"31201$ BEFORE Me,. Design valid for use only Mh toffekas connectors. This design is based onfivv upon parameters droves, and is far cin tndivddual buM ng compcaraeni. nest f a in. ersfern. Before usw the bvi ding designer must vents, the opplcobi lty of design privan eons and property freorpora e This design into the OveyOfi l * �. buitsung design. Bracing indtcra set rs to prevent buckiing of mdividval truss web orrdpar chord mesrrbe,-s onty Additional Temporo± r and pennonent brOd g is rsi,,roys requxed for skxblity and to prevent cognate vAth possetk, personnii injury and puspedy dornoge. For Dent d guidane cregard ng the 7771 G!nbxek Lane robrica@'sun, storage, deflvery, erection and bracing of trusses and truss syderm, see ANSIJh`n Quat h Criteria, DSS -99 and &Cit building Component S08109 safety titir ae ayreirrdaie tarn Truss € rorev institute, '218 N. Lee Street, Suite 3, 2. Alexandito. VA 22334. an or 6 8,00 .�2.. 4x8 2x4 3 3x4 .-:: 10 9 s 30 2x4 H 2x4 ti 2x4 it LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (toc) Vdeft lid PLATES GRIP 6 120 MT20 197F144 TCt.I 30,0 Plate Grip DOL 1.15 TC 0.69 Vert(Ll) 0.00 ntr rCDL 55.0 lumber DOL 115 BC 020 Vert(TL) 000 7 nfr 920 BCLi 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0 00 a n1a ria Weight 39 lb FT 0% BCDL 7 O Code IRC20091TPI2007 (Matrix) LUNGER. RACtG- TOP CHORD Structural wood sheathing directly applied or 10-0.0 on purlins, except TCiP CHORD 2x4 SPF No.2 2-0-0 oc purlins (6-" max.) 3-5, BOT CF LORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing__ WEBS 2x4 SPF No.2 r MITek rocomrnnorlds $fast Stabilizers and required crass bracing be installed during truss erection to accordance with Stabilizer REACTIONS, Alt bearings 14-11-9, (lb) - Max Harz 2=-36(LC 5) Max Uplift All uplift 100 that less at joints) 2, 6, 10, 8, 9 Max Gran All reactions 250 to or less at joints) 2, 6 except 10=471(LC 99), 8=471(LC 12), 9=757(LC 15) FORCES. (lb) - Max. Comp.fMax. Tern. - All farces 250 (tb) or less except when shown. BS 3-10=-411168, 5-8=-411172,4-9=-666/121 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) irnd; ASCE 7.05. 105mph, TCDL=10.8psf; SCDL=4.2psf; h=15ft, 8=4511; L=24€t, eave=oft; Cat, t1, Exp C; enclosed'; M FR (all heights); cantilever left and right exposed ; end vertical Ceti and right exposed; lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding, 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live toad nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 6, 10, 8, 9. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. uataited building NUO LI CP « y7 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult q designer. "«« 10) Graphical purlln representation does not depict the size or the orientation of the puriln along the top and/or bottom chord. `}«" - see, ci � « . " « +� Vii«" '0 e � Sit wARNfNG . ossify design param«ten and REAS} MOTES ON TtflS ANI} tNCtWEO MTEK REFERRNCE FAGS M$i 749,lr«v, 1010.34015 BEFORE USE, Design solid for use onty Mh M",eat connectors This design is based onRy upon porarnisteers shown, and is Far can indradvoi buiefing component, not a buss system. Before use, the boetingt designer must verity the appScabifity of design parameters and property incorporate this design into the overrrit � Widing design. stoning indicated is to prevent bur:&frog of i dividuot truss veb ondlae chord members only. Addittoraai ternporsxy and oerevianent bracing is of Toys i miuk ed lar creakily and to prevent cogtapse arifh passible personal inyusy and property dornage. for general guidonce re gordirig the 7777 Greenback tans fabrication shsnrge`. delivery, erection and bracing of trusses and fossa systems, sec ANSVTPtt Quality Ciffiela, DSS -89 and 8oSI Building Component iE Suite 1099 Safety Infor"wr srs oviceloUir foreruns More rnstitule. 218 N. tee Street. Suite 312, Alexandies, VA 22314 U10 d axe = son qtr 0x6 ,,v: 3ta :,.:,3x0 °_ 4 27 5 6 728 8 26 25 24 23 4x6 ::-:: sus :.-` 300 MT20HS 3 LOADING (psh SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 TCDL 18.0 Lumber DOL 9.15 BC 0.86 BOLL 0.0 Rep Stress incr YES WB 0,84 SCOL TO Cade tRC2009fTP12007 (Matrix M) LUMBER - TOP CHORD 2x4 SPF 240OF 2.0E "Except` 4-6,10-11: 2x4 SPF 165OF 1.5E, 8-10: 24 SPF 210OF 1.1E 6 -IL 2X4 SPF No.2 BOT CHORD 2x4 SPF No.2 "Except 14-18 2x4 SPF 165OF 1.5E VVEBS 2x4 SRF No.2 `Except' 10.17,11 16. 2x4 SPF 1650E 1.5E, 1-28: 2x6 SPF 210OF 1.8E Max Harz 26=443(t.0 6) 22 21 We MT20HS -- 1- 13 12 5xio "- 3x4 i[ 3xl =` 3x6 3XIOMTT20H$ 1$ (Pio = 2.4 it 314 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. l 14 DEFL.. in (tic) Well Lid PLATES GRIP Ved(LL) -0,28 7-20 >999 240 MT20 1971144 � Vett(TL) -0,64 21.22 >892 180 MT20HS 1481108 Horx(TTL) 0A0 12 nla n1s Weight: 286 to FT = 0°k BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc purlins, except and vertfcats, and 2.0-0 oc purlins (2-2-0 marc.): 4-8, 10-11, BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing, Except. 9 Row at mid 7-20 BS 1 Row at misipt 11-12, 2-23, 19 __ _. _....._..,.. red cross bracing MTek that Stabilizers and2requi recommends be installed during truss erection in accordance with Stabilizer ........... ._._ ..... -. FORCES, (lb) -max, Comp./Max, Ten. -Aft forces 250 (to) or less except when shown. TOPCHORD 1-2--3393/334, 2-3=-3062/341. 3-4--2838/423, 4-27-27051427, 5-27-2705/427, 9-10-44601414, 10-11-47791381,12-14-25701205,11-14--25301214,1-26--254412,28 a NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05, 105mph, TCDL=10,Bps€, BCDL-4,2psf: h=15tf; 9-45ft; L=48fL cave=6fi; Gat. 11; Exp C; enclosed; Mhi (all heights); cantilever left and right exposed ; MM limmamimm 3x4 ::_ 10 9 a 3,4 ;:.. 2x4 Il 2x4 Il 2x4 it Plate C ffsets X Y)-- [3 0 4. t ,(} 9 3j j5 0 A QA 2 ;9# LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Well Lid PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 030 Vert(LL) 0,00 7 ntr 120 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 i BC 0.33 vert(TL) 0,01 7 stir 120 BCLL 0,0 Rep Stress Iner YES WE 0,07 Horz#TL) 0 00 6 me No Weight 45 Ib FT '0"! BCtOL 10 p Code IRC2009frrg2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 640-0 oc puffins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc parties (6-0-0 max,)3-5,- BS 2x4 SPF No, 2 BOT CHORD Rigid ceiling directly applied car 10-0-0 as bracing o"rHERS 2x4 SPF No,2 C Mil ek recommends that Stabilizers and required cross bracing # be installed during truss erection, in accordance with Stabilizer REACTIONS, Ail bearings 14.11-9. (lb) - Max Harz 2=76(LC 6) MaxUplift All uplift 100 to or less at joints) 2, 6, 9, 10, 8 Max Grav All reactions 250 to or fess at jo€nt(s) 2,6 except 9-492(LC 12), 10=408(LC 11), 8=408(LC 12) FORGES. (Cb) • Max,Comp,/Max, Ten. -All forces 250 (Ib) or Cess except when shown. WEBS 4-9=-441182,3-10=-324145,5-8 324!45 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind; ASCE 7-05; 105mph; TCDL=10.8psf; BCDL=4,2psf; h =15ft, =45fi; L-2411; eave=oft; Cat. !t; Exp C, enclosed; MWFRS (ail heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 9, 10, 8. 8) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. for Connection to base truss as applicable, or consult qualified building (0 LI '� 9) See Standard Industry Piggyback Truss Connection Detail designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andior bottom chord. .*•""�;.qe'e« 1 *" r lflees . . 2: 66 ONA\— J nuary 7,2016 K"ARNINt , Yerifly dasfyn parasesters card READ NOTES ON PHIS AND INCLUDED WTEK REFERANCE PAGE W7413rev, 10MV2015 BEFORE USE, Designvtreid icer use: ornry with etstek connectors. this design is basset one upon parameters shown, and is for era inciividual building consponent flat ax floras system, serve use. the buisding designer must vezfA{ rhe applicabi h° of destgn ra ronreters and prape^r4y krcarparatta this design reit lies overai; budding deugm 3rocitg indicated k to prevent buckfFng of individua, truss web andror chord members one' Add'rtiond tetntserory and ptearronent b sci ng is oNvays requited for stability and to Prevent cudapse with possible, personal injury and properly damage, Fear aerator guidance regarding the t 7777 Greentack l.sne €abricarom storage, derdery, erection end barciag of Warner and truss systems. see ANSt/TPt1 QVOMY Ctiterisr, 059.69 and $CSI 8ulfdine Campanent -. suite 109 Safety tntarnration available from Truss Platte ins#;rules, 218 N Lee Street, Suite 3 t2, Atexandrim VA 22314, C yr s,i„[e�gpds�CA-„9S M 3x9 4l 3x6 300 7x8 _"'Z 5 6 726 8 ass 3a6 3 7X8 5X10 2 Is 05, 410 ✓ 17 Orr SS 24 23 22 21 20 19 60 2 MT20HS " 12 11 Alan 5X6 WOMT20HS SX10 3,,4 It 3x6 3X6 5xlo LOADING (psf) SPACING- 2-0-0 f CS1, TCLLPlate Grip DOL 1.15 TC 0,86 TCDL S�00Lumber DOL 1,115 BC 0,78 BCLL 0,0 Rep Stress mcr YE WB 0.78 BCDL 7 O Code IRC20091rPi20( (Matrix M) LUMBER- TOP CHORD 2x4 SPE 2400F 2GE *Except' Structural wood sheathing directly applied or 2-2-0 so purlins, except 4.6: 20 SPF 165OF 1,5E, 8-9,9,10:2x6 SPF 2100F 1.8E 6-8� 2x4 SPF No.2 BOT CHORD BOT CHORD 2x4 Stop No.2 *Except* 16-18,13-16; 2x4 SPF 1650F 1,5E WEBS WEBS 2x4 SPF No,2 *Except* 10-15: 2x4 SPF 1650F 1,5E, 1-24: 2x6 SPF 2100F I .BE REACTIONS, (Imsize) 11=259910-5-8, 24=2599/Mechanical be installed during truss erection, in accordance with Stabilizer Max Harz 24=462(LC 6) Max Uplift 1 1--203(LC 7), 24=-198(LC 7) 3.iOMT20HS tl 2X4 ll 3x4 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN, a, DEFL, in (too) Well LAI PLATES GRIP Vert(LL) -016 7-18 >999 240 MT20 1971144 Vert(TL) -0,6315.17 >894 180MT20HS 148/108 Horz(TL) 0.34 11 n1a Did 11.--ll.l..-,-,--,-,--",-.--,----------,--.----. Weight: 284 to FT - 0% ---- l--------."..------,-__"_ ------ _.1_-_1__-_--1 BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 so purlins, except end verticals, and 2-0-0 no purlins (2-2-0 max,): 4-8, 4.10. BOT CHORD Rigid ceiling directly applied or 9-1-3 oc bracing. Except: I Row at midpt 7-18 WEBS I Row at midpt 10-11, 2-21, 5-20,9-17 f'iiiek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES, (to) -Max, Comp,/Max, Ten. Ali forces 250 (to) or less except when shown, TOPCHORD 1 -2= -33931332,2 -3=3061/340,3 -4=-28361422,4-25-2700/424,5-25=-270014,24 5-6-30601416, 6 -7= -3060/416,7 -26--30551415,8-26=-30551415,8-9-3756/406 9-10=-42491381, 11-13=-2571/208,10-13=-2538/226,1-24=-2 4 / BOTCHORD 23-24--418/458,22-23=-137/2674,21-22-13712674,20-21=-42123497-18--549J70, 17-18-0/2886,16-17=-207/4328,15-16-20714328 VVIERS 2 -23= -334/84,2-21=-4531184,4-21=-651402,4-20=-49/883,5-20=-12741117, 18 -20= -3512725,5-18=0/655,8-18=-69/967,8-17--411829,9-17=-1580/232, 9-15-2098/24fir, 10-15=-37414724,1-23-86/2483 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05-1105mph; TCDL=10,8psf; BCDL=4.2psf; h-15ft; 6=45ft; L=48ft; cave -61t; Cat. it; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pondingL 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 prif bottom chord live load nonconcurrent with any other live loads. 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 to uplift at foliate) except at=lb) 11 -203, 24=198 9) "Semil*rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss, 10) Graphical pudin representation does not depict the size or the orientation of the purfin along the top andtor bottom chord. AWARIVING, varsty dineire jr..tera and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M-7'477 rov, f&#=015 BEFORE USE, Design valid her use, only with Mileyfli) connectors, firsts design is based on pan parameters shown, and is fax onindivkIval ouliefling component, Wert t a shas synern, 8efory, use, the building designer rwvnf verify the optsfic=i1tyrit design paroorelen and property incisrporote this design into she over04 buildin,9 design. Bracing indicated fs to Prevent buckmir of individual truss wets and/or chord tre.mbers, only. Addifforior temporary and pennonent bracing is always required for slatr4dy on to loeseni cogrone with possibi,- personal infres, and propery dornscre. Far generof guidance regarding the 7777 Greenback t.ene kircicatiorr, storage, dellvery, efecflon and bracing of trusses and truss systems, see ANSI/Tfu Quality Cateria, OSS49 and SCSI Suissfing Component Suite 109 Safety information ovolifficie frornTruss Pkvohrhfijte. 216N. Lee Street, Suite 312, Alexondrio, VA 22354. Gnus, F" aYgits CA_ 95 0 um Creeks§da f Qua$ - Man 3A 4 Car ___ .._..._._ 7 840 s Sep 29 2315 Mi'6«k 4ndusvM$s nc Thm Jan Of tXr4V]4( ID 2LgEMGr6nfY6LoRM5T2WYPz8jFw,Mk22MdUNtSspRDtywpgV8m w8AOM7yHT4C2xkszxrrttu 4x8 08 3x6 8 '7 site „-- 2x4 dI 2x4 k WARNING > Verify design parameters and READ NOTES ON TteS ANA INCLUDED ARTEK REFERANCE PAGE atit"413 rev.. Until h"5 BEFORE USE. nest grs valid tar use only wrth NkiekcA connsctexs, ibis design is based on� upon parameters shown, and is for an individual building component. net �^ a lnxss system Before use, the holding designer most verify then app6icated lY of design Turn, rieters and propesrty ncaapwrsts this design [rota the. averau founding condo, 6racinrl ind Goad o to pfevent buckling of individual truss web ondym chord members on y. Additionse temporary and permanent bracing is always required far siobcikty ono to prevent cokapse vain notable personal injury and Precisely damage, For Centers guidance regarding the 7777 Gxesn4aack lane fabrication. storage, delivery, erection find tracing of trusses and puss systems, $ee ANSI/T141 Quar y Cri erfa. DS9.84 and SCSI 9uftdtrtg C:ampaasnt Saute 109 Safety information avadobte From Truss Fiore institute, 218 N Lee: Street, Suites 31„. Alexandria, VA 22314. ^^ LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (too) Iidefl Ltd PLATES GRIP MT20 1971144 TGLL 30..0 Plate Grip DOL 1.15 TC 0,49 Vert(LL) CU.02 6 he 120 TDL 18.0 Lumber SOL 1,15 BC 0.36 Vert(TL) 0.04 6 ntr 120 1 BCLL 0 0 Rep Stress Incr YES WS 011 Horz(TL) 0,00 5 nta n1a BCDL TO Code IRC2009drPI2007 (Matrix) Weight 46 to FT = 0% ". LUMBER. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting, except TOP CHORD 2x4 SPF No.2 2-0-0 or puffins (6.0-0 max,): 3-4, BOT CHORD 2x4 SPF No.2 _. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing._..__,__ ._..... ,_... I MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection to accordance with Stabilizer REACTIONS, All bearings 14-11-9, (to) - Max Herz 2=-115(LC 5) Max Uplift Ail uplift 100 lb or less at jorn8(s) 2, 5, 8, 7 Max Grav All reactions 250 to or less at jolnt(s) except 2=339(LC 1), 5=339(LC 1), 8=561(LC 11), 7=561(LC 12) FORCES. (Ib) -max. Comp.IMax. Ten. -Ag forces 250 (lb) or less except when shown. WEBS 3.8-.442156, 4.7=_442153 NOTES - 1) Unbalanced root live loads have been considered for this design, BCDL =4,2psf; h=15ft; B=45ft; L=24ft; eave=oft, Gat fl; Exp C; enclosed, MWFRS (all 2) Winde ASCE 7-05; 105mph; TCDL=10.8ps1`: heights); cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1 60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 90.0 psi bottom chord live load nonconcutrent with any other five loads. 7) Provide mechanical connection (by Gathers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8, 7. 8) "Semi-rigid pitcffbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. Detail for Connection to base truss as applicable„ or consult qualified building ktN O 9) See Standard Industry Piggyback Truss Connection designer. 10) Graphical purlin representation does not depict the size or the orientation of the pudin along the tap and/or bottom chord. }* « « } 0 q « 6766 OM e Ad ONAll- January 7,2016 WARNING > Verify design parameters and READ NOTES ON TteS ANA INCLUDED ARTEK REFERANCE PAGE atit"413 rev.. Until h"5 BEFORE USE. nest grs valid tar use only wrth NkiekcA connsctexs, ibis design is based on� upon parameters shown, and is for an individual building component. net �^ a lnxss system Before use, the holding designer most verify then app6icated lY of design Turn, rieters and propesrty ncaapwrsts this design [rota the. averau founding condo, 6racinrl ind Goad o to pfevent buckling of individual truss web ondym chord members on y. Additionse temporary and permanent bracing is always required far siobcikty ono to prevent cokapse vain notable personal injury and Precisely damage, For Centers guidance regarding the 7777 Gxesn4aack lane fabrication. storage, delivery, erection find tracing of trusses and puss systems, $ee ANSI/T141 Quar y Cri erfa. DS9.84 and SCSI 9uftdtrtg C:ampaasnt Saute 109 Safety information avadobte From Truss Fiore institute, 218 N Lee: Street, Suites 31„. Alexandria, VA 22314. 0 JPiggyback Base TPUSS 5-2-12 ...... 5-2,12 5.3-4 5-3-4 6-8-6 E= 5X6 ::-_I- 3X6 3.6 ---3x4 11 See ago Fri- 6 29 7 a 9 10 6,2-12 . 4,9-4 846272828 hu San ii7 pS ------ ----- 1 62016 Page I rvoonLYCfi51 iGcNFRNKWazxmmD a4�r p1 2.5-8 Scale '1::103.5 LUMBER- BRACING- applied or 3-4-7 oc purlins, except TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly a 10-11: 2x4 SPF 240OF 2,0E end verticals, and 2.0-0 no purlins (2-2-0 Max.): 6-10,11-13. BOT CHORD 2x4 SPF NO,2 BLIT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing Except: 6-0.0 oc bracing: 27-28,26-27 WEBS 2x4 SPF No,2 8-10-10ccbracing: 18-20, 1 Row at midpt 9-21 WEBS I Row at midpt 13-14,3-27, 6-24,6-23,7-23,11-20, 5-26, 12-16 Mifei'hIcorilmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ... ....... REACTIONS, (lb/size) 14-2281/0-5-8,27=317310-5-8 Max Harz 27=515(LC 6) Max Uplift 14-480(LC 7), 27=-865(LC 7) FORCES. (to) - Max, Comp-IMax, Ten, - All forces 260 (Ib) or less except when shovel, TOP CHORD 2 -3= -2611787,3 -4=-14561354,4-5=-1204/387,5-6=-1899/625,6-29=-20911791, 7-29=-20011701, 7-8=-2469/753, 8-9=-24691753,9-10=-2464/750, 10-11=-3036/786, ll-12=-3163n61,l4-16--22551488 =-5581147, BOT CHORD 26-27=-5681314, 25.26=-33711036, 24 -25= -33711096,23-24=-26011457,9-21 20-21=-26112355,19-20--43313199, 18-19=-433/3199,17-18=-271/1828, 16-17=-27111828 WEBS 3-27=-2968/745,5-24=-161656,6-24=-466158, 6-23=-23911136,7-23=-1368/313, 21-23=-28612020,7-21=-83/773,10-21=-I 17/706,10-20=-1981802,11-20=-10971352, 11 -18= -1385/365,5 -26=-1321/314,2-27=-5361397,12-18=-39012005,12-16=-2709/597, k�DO LlCx� 3-26--39912140 ca H � 4t, 0.ffi . NOTES- 0 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 105rnph; TCDL=10,8psf; BCDL=4,2psf: h=15ft-I 8=45ft; L-48ft; eave-6ft; Cat, It; Exp C; partially, MWFRS (all e 6 a# heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60 M 3) Provide adequate drainage to prevent water pending. C, 4) All plates are MT20 plates unless otherwise indicated. minus 5 degree rotation about its center. 5) Plates checked for a plus or concurrent with any other live loads 1<1 '00 6) This truss has been designed for a 10,0 psi bottom chord live load non 4 and 865 Ib uplift at 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 Ill uplift at joint 1 ONA\- joint 27, 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) Graphical purfin representation does not depict the size or the orientation of the Basin along the top and/or bottom chord. January 7,2016 ,&WARNING = Venry deeir. parameters and READ NOTES ON THIS AND INCUfrits o IWTEK REFERANCE PAGE •7479 rev, 101034015 BEFORE USE. for or, individual building conVonent, not De corporate this derign into the overaH 7 7= ,,,�,gr,vor�dioru�eo�Oyvv',thM'�Tek0connecton.Thi,,des:lgnisbosedOnju upon shrywn, and is $5 Wing designer most vedly the opp9cabi tyIo0fdesqnrycvan-ietess and ProPerry in a system, setixe use, the on ptodu MiTek' tojikang design, Auccing indicated is to Prevent buckling of individucx finiss, web and/or chord merneets onty. Additional temporary and permanent ptocif 9 is ofvoys required for 0obililty and to prevent co4oput wth pasniere peflorrix h1a), and PfOPedy damage. For general guidance recording the 7777 Greenback Lane toptication, yrorage, delivery, erection and brocing of misses and run systems, see ANSI/Tpll QqatifiCiferia, OSS -84 and SCSI BuldhigCorePrOnOnt Suite 109 ScRefyInfarshation avaZable trornlruss More Institute, 218 N. Lee Preet Suite 312, Atexandda, VA 22314 28 27 26 Zb 24 23 22 3x4 11 3X6 1D da 3x10Izilyis 11 3X4 li 6,6 zz 4X6 -: 3a3 = 400 5x10 = 2X4 fl 3X6 US LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN 2zt _ 14 012 6x1. _. 5?12 534AZ ... ........... . . s3a Bas 756 .... 04-(L0- ------ LOADING (psn SPACING- 2-" 4 CSL DEFL, in (toc) Well Up 240 PLATES MT20 GRIP 1971144 TCLL 30,0 Plate Grip DOL 1,15 TC 0,99 Ve;t(LL,) -0,1917-18 >999 0.84 Vert(TL.) 447 17-18 >999 180 MT20HS 1481108 TCOL 18.0 BCLL 00 Lumber DOI. 115 Rep Stress Incr YES BC WB 0,64 Horz(TL) 0,32 14 n/a n1a Weight: 294 lb FT = 0% BCDL TO Code tRC2009frPI2007 (Matrix -M) LUMBER- BRACING- applied or 3-4-7 oc purlins, except TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly a 10-11: 2x4 SPF 240OF 2,0E end verticals, and 2.0-0 no purlins (2-2-0 Max.): 6-10,11-13. BOT CHORD 2x4 SPF NO,2 BLIT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing Except: 6-0.0 oc bracing: 27-28,26-27 WEBS 2x4 SPF No,2 8-10-10ccbracing: 18-20, 1 Row at midpt 9-21 WEBS I Row at midpt 13-14,3-27, 6-24,6-23,7-23,11-20, 5-26, 12-16 Mifei'hIcorilmends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer ... ....... REACTIONS, (lb/size) 14-2281/0-5-8,27=317310-5-8 Max Harz 27=515(LC 6) Max Uplift 14-480(LC 7), 27=-865(LC 7) FORCES. (to) - Max, Comp-IMax, Ten, - All forces 260 (Ib) or less except when shovel, TOP CHORD 2 -3= -2611787,3 -4=-14561354,4-5=-1204/387,5-6=-1899/625,6-29=-20911791, 7-29=-20011701, 7-8=-2469/753, 8-9=-24691753,9-10=-2464/750, 10-11=-3036/786, ll-12=-3163n61,l4-16--22551488 =-5581147, BOT CHORD 26-27=-5681314, 25.26=-33711036, 24 -25= -33711096,23-24=-26011457,9-21 20-21=-26112355,19-20--43313199, 18-19=-433/3199,17-18=-271/1828, 16-17=-27111828 WEBS 3-27=-2968/745,5-24=-161656,6-24=-466158, 6-23=-23911136,7-23=-1368/313, 21-23=-28612020,7-21=-83/773,10-21=-I 17/706,10-20=-1981802,11-20=-10971352, 11 -18= -1385/365,5 -26=-1321/314,2-27=-5361397,12-18=-39012005,12-16=-2709/597, k�DO LlCx� 3-26--39912140 ca H � 4t, 0.ffi . NOTES- 0 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 105rnph; TCDL=10,8psf; BCDL=4,2psf: h=15ft-I 8=45ft; L-48ft; eave-6ft; Cat, It; Exp C; partially, MWFRS (all e 6 a# heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL -1,60 M 3) Provide adequate drainage to prevent water pending. C, 4) All plates are MT20 plates unless otherwise indicated. minus 5 degree rotation about its center. 5) Plates checked for a plus or concurrent with any other live loads 1<1 '00 6) This truss has been designed for a 10,0 psi bottom chord live load non 4 and 865 Ib uplift at 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 Ill uplift at joint 1 ONA\- joint 27, 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) Graphical purfin representation does not depict the size or the orientation of the Basin along the top and/or bottom chord. January 7,2016 ,&WARNING = Venry deeir. parameters and READ NOTES ON THIS AND INCUfrits o IWTEK REFERANCE PAGE •7479 rev, 101034015 BEFORE USE. for or, individual building conVonent, not De corporate this derign into the overaH 7 7= ,,,�,gr,vor�dioru�eo�Oyvv',thM'�Tek0connecton.Thi,,des:lgnisbosedOnju upon shrywn, and is $5 Wing designer most vedly the opp9cabi tyIo0fdesqnrycvan-ietess and ProPerry in a system, setixe use, the on ptodu MiTek' tojikang design, Auccing indicated is to Prevent buckling of individucx finiss, web and/or chord merneets onty. Additional temporary and permanent ptocif 9 is ofvoys required for 0obililty and to prevent co4oput wth pasniere peflorrix h1a), and PfOPedy damage. For general guidance recording the 7777 Greenback Lane toptication, yrorage, delivery, erection and brocing of misses and run systems, see ANSI/Tpll QqatifiCiferia, OSS -84 and SCSI BuldhigCorePrOnOnt Suite 109 ScRefyInfarshation avaZable trornlruss More Institute, 218 N. Lee Preet Suite 312, Atexandda, VA 22314 t tb-S} 57 �. t�3i3 ,i -9S-111 5.4.3 „7� 7.14 20151, 47-13. 4,1-17 3110-4 i -i d, 2-..5.6 SX6 -'' :'m::: ::.::. 3x8 3xfi � 5x8 F:m soo j 52 a CS in "- 27 3x6 -" '"'° 1e 45 33 32 31 3x10 -r: 4x90 Irv- 3x4 PI 3X6'-� 214 3 3x4 oa):L fixe :'-". 3 3x70lTT20H8 RI 6x6 = 300 ta1T20HS == 2x4 $E 5x6 w..,. 2x4 It LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS sa OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS sa- .aq,L-q oz a °alp7.3.4 2.0,12 4.3.13 a0- Plate trsefB (x v, a 2 14 r12�,s,o 12 2 tat X10 a 12 0 219 4 a 11 Ede Lt a o o 3j p23 0 212 2j j28� .. a. _ . _ a_. _.. _. __. __. LOADING (par) SPACING. 2-0.0 CSI. �p µ DEF/ In (too) Vdetf L/d PLATES GRIP TCLL 30,0 Plate Grip iiia- 1.15 TC 0.78 Vert(LL) -0.18 9 >999 240 MT20 2971144 TCDL 18.0 Lumber DOL 1,15 BC 0.73 Ved(TL) -0.40 24.25 >999 160 MT20HS 1481108 BCLL 0.0 Rep Stress Inor YES we 0 89 Horz(TL) 0,13 15 n/a nJa Weight BCDL 7C ¢ Code IRC2009rrPI2007 (Matrix M) 3031b FT 0°/0 L -a. ,..,._.-_,,,-.. LUMBER• BRACING. TC7P CHORD 2x4 SPF No.2 'Except" TOPCHORD Structural wood sheathing directly applied or -8-7 oc purlins, except 6.8 2x4 SPF 165tOF 1.5E end verticals, and 2-0-0 0o puffins (3.0-6 max.). 610, 11-13. BOTCHORD 2x4 SPF No.2 BOT CHORD Frigid ceiling directly applied or 6-0-0 oc bracing. Except; -BS 2x4 SPF No.2 *Except* 1 Row at adept 9-23 3.32: 2x4 SPF 2400E 2.0E WEBS 1 Row at mtdpt 3 32, 5-28,6-26,7-25,11-22,14-15,12-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer dnCa#laELon 9urde REACTIONS, (Itilsize) 15=2281/0.5-8.32=317310-5-8 Max Harz 32=503(LC 6) Max Uplift 15=-479(LC 7), 32=-866(LC 7) FORCES. (lb) -Max. Comp.lMax, Ten. -All forces 250 (ib) or fess except when shown. TOP CHORD 2-3=.2521769 3.4=-167311330, 4-5=-13821386 5-6=_20681625, 6-34=-2204/718, 7-34=-2204/718, 7.8=-24581759, 8-9=_24581751, 9-10=-2457/749, 10-11=_29831819, 11-12=-2860/%42, 12-13--1063/369,13-14=- 13551394, 15-17=-2261f481, 14-17=-2268/476 BOTCHORD 29-30=-6921396, 28-29--6921396, 27-28=-37111238, 26-27=-37111238, 25-26=-27311599, 9-23=•5131154, 22-23=-27112345, 21-22=,-35712883, 20-21 =-35712883, 1940-295/2103 WEBS 30-32=-2895/686,3-30=-29531736, 3-28--451/2292,5-28=-12261314,5-26=-391591, 6-26=,.377/78, 6-25=-242/1146, 7.25=-11231291, 23-25=.29612086, 7-23=511442, 10-23=-1006693, 10-22=-265/911, 11-22=-9941333« 11-20=-1138/293, 12-20=-27211446, 13-19=-98/365,14-19=-27011774, 2-32=-4901373,12-19=-1996/444 NOTES tNO Li 1) Unbalanced roof live loads have been considered for this design. �, ,••'"`°*•. 2) Wind: ASCE 7.05: 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; 8=45ft; L=481€; eave=6ft; Cat. fl; Exp C; partially, MWFRS (all C ? *. Its, H4i $, heights), cantilever left and right exposed; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated C7' 5) Plates checked for a plus or minus degree rotation about its center. rri = 6) This truss has been designed fora 10 0 psi bottom chord live load nonconcurrent with any other live loads, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 to uplift at point 15 and 866 to uplift at t3 ltd joint 32.✓ 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. �� `"*++a**�.`•��\ 9) Graphical purin representation does not depict the size or the orientation of the purffn along the top and/or bottom chord, January 7,2016 WARMING, Vxrdry dasegn parameters and READ NOTES ON Tots AND INCLUDED WTEX ReFeRANCE PAGE ASr-7473 rov. 1010312015 BEFORE USE, � Designs valid Pear vee o€riy with NsTekir connectors. This design is based oniv vpon parameters shown, sand Is foo ern iiid viduoi buikfing cornponent, not a truss system. Before use, the building designer must verity the app&cabiBTy of design poranseten and property nco+porofe this design Into the ovisf cP bttttdigrg design. Bracing indicated is to prevent buckkng of rruRviduot truss .web andlor chord mernbers only. Additionor /emersion, and permanent bracing i u oNvoys rhsihsed for %terribly and to prevent collapse w th posxbte personot injury and propsvty damage. for general guidance regoicIng the 7777 Greenback Lane fatxrco#ion, storage.detivery, erection and bracing of trusses and truss systems. see ANSLITPtt Quality Criteria. OSS -81 and BCSt Burbiing Component � Suite 109 Solely tntormadon ova0obie from Truss Plate Institute, 218 N, Lee Skeet Suite 312, Aifuesh Srta, VA 22314. 2 -ani 5-2-12 1-2i 311-10 a55 -.4s_ -4_2 __-477F4 4-2 0-12'22-13 4442 3,10-4 lila 2-5-8 SX6 _: 3X4 If 5X6 = 8,00 a 34 7 8 9 10 6x6 5,6 _c- 27 - 16 15 33 32 31 3xio 4x8O 30 i 6 x I a 2X4 3x4 3x11!MT20HS 3XIO MT20Hs f 2X4 It 3X4 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS 6-518 OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN, 3..-9 . ......... .. . - - ----- —JR -2 . . .. ..... � aS 25 il--x.2.5,9 18:s�9_4 $1010 01, 21 3111-10 7440 IrA4 2-0,12 2-13 a" 3 -i -b LOADING (Usft SPACING- 2-0-0 CSL DEFL. in (too) Well Ltd PLATES GRIP 240 MT20 1971144 TCLL 30,0 Plate Grip DOL 1,15 TC 0.77 Vert(LL) -0-17 9 >999 TCDL 18.0 Lumber DOL 1,15 BC 0,,68 Vert(TL) -0,39 24-26 >999 180 MT20HS 148/108 BOLL 0,0 Rep Stress Incr YES VVB 1,00 Horz(TL) 012 15 n/a did Weight: 311 to FT = 0% BCDL TO Code IRC2009rTP12007 (Matrix- M) -------- _1-___.____ ------ LUMBER- BRACING - TOP CHORD 2x4 SPF NO.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-6-11 Do purlins, except 6-8: 2x4 SPF 165OF I end verticals, and 2-0-0 OC purims (3-0-5 max,): 6-10,11-13. �5E ROT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* WEBS I Row at midat 9-23 1 Row at midpt 3-32, 5-28,6-26, 7-25,11-22,14-15,12-19 3-32: 2x4 SPF 240OF 2CE MuTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Inst REACTIONS. (lb/size) 15=2281/0-5-8,32=317310-5-8 Max Herz 32-503(LC 6) Max Uplift 15=-479(LC 7), 32=-866(LC 7) FORCES. (m) -Max. Comp,/Max Ten, - Ail forces 250 (la) or less except when shown. TOP CHORD 2 -3= -2521769,3 -4=-1631/330,4-5=-13821386,5-6=-20681625,6-34--22001717, 7 -34= -22001717,7 -8=-24601752,8-9=-2460/752,9-10--24591750,10-11--29551858, 11 -12=-26101728,12-13=-13511472,13-14=-1760/487,15-17=-2259/480, 14-17=-22471490 BOT CHORD 29 -30= -693/396,28 -29=-693/396,27-28=-37911239,26-27=-379/1239,25-26=-28311599, 9-23=-531/174, 22.23=_300/2339.7.1-22 =-34912624, 20-21=-34312624,19-20 -299/2095 WEBS 30-32=..2895/686,3-30=-2953/736,3-28=-45112292,5-28=-1226/314, 5-26=-381590, 6-26--377/76, 6-25.-24211148, 7-25=-1125/291, 23-25=-313/2084, 7-23=-53/449, 10.23=-1 151711, 10-22=-340/1051, 11-22=-1054/348,11-20=-909/241, 12-20-,202/1129, 13-19=-101/459, 14-19--24111726,2-32=-491/373,12-19=-1647/362 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 105mph; TCD1.=10,8psf� BCDL-4,2psf; h=1511; B-45ft� L-48ft; eave=6ft; Cat, 11; Exp C; partially, MWFRS (all heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending, 4) Ali plates are MT20 plates unless otherwise indicated, 5) All plates are 3x6 MT20 unless otherwise indicated, 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, of withstandinq 479 to uaaattornt 15 and 866 to uplift at joint 32, 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purists representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, ,& WARNING . so far desdiri parsornew. and READ NOTES ON THIS AND INCLUDED ANTEK RIFFERANCE PAGE ARL 747$ rev. fielf"015 BEFORE USE. Design varri for are onir VAlh milek* connectors. The design Is based oni Upon parameters shom, and is for on fral'Kidud buttsfing component not a truss sysison. Befroe use, the builiding designer must verity the riopkabi fir of deegn paroarthers and Mandy fucrroxxore the design Into the overall a"Ading design. lfmcng indicated is to prevent burorfing at sadividucs trun web and/or chord members only. Additional temporary and permanent bracing 4 arvoys required for stalality and to prevent cofirrisse with possidie rumonal infixy and property domogtr, For genousl guidance regarding the robik,arKm rtorotte, defivey, erection and bracing of trusses and inip systems. see ANSIrdlill Qv*My Ernesto, DSB-81 and SCSI Sisfidmit Component Salefirtriforproleser 0vrsffapje from Trip Plate insltture, 218 N. Lee Street, Swire 312 Atexpradeo, VA 22314. N N1 32-5.6 .... . ...... . ------------ `2-0-0 64o 74,6 2.0-12 9.00 511* 2-54 012 13 Scale = 1:105A Toxic =7 5X6 3X6 live 8X8 26 25 24 23 22 21 20 3,6 13 12 3y4 Yt 4X6 44 3X6 010 3X4 2X4 3,6 5,10 3.IOMT20HS 3xIoMT20HS 3x4 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOA 'APPLIED TO THE TRUSS AS SHOWN. 5-0ti 5 42 i0 1ko+ ------ 5-0-0 �34 5-3-4 784 2v 5 24 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.15 TC 0,95 Vert(LL) -0,14 19 >999 240 MT20 197/144 TCDL 18,0 Lumber 001. 1,15FIC0,69 Verl(TL) -0,36 20-21 >999 180 MT20HS 1481108 WE BCL 0.0 Rep Stress kicr YES 0 4 Ho(TL) 015 12 ria n1a Weight, 320 to FT = 0% BCDL 7.0 Code IRC2009ITP12007 (Matrix M} LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-13 an purlins, except 9-10 2x$ DF 195OF 1,7E, 10-11; 2x6 SPF 210OF 1.8E end verticals, and 2-0-0 on purlins (2-2-0 max.} 6-10, 8-9: 200 Up 195OF 1.71.:. BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing, Except: BOT CHORD 2x4 SPF No2 6-0-0 oc bracing: 25-26,24-25. WEBS 2x4 SPF No,2 WEBS I Row at midpt B-19 I Row at midpt 3-25, 5-24, 6-22, 7-21,10-16, 11.12, 9-17 Stabilizers and required cross bracing be installed during truss erection, in accordance afth Stabilizer REACTIONS. (lb/size) 12=228110-5-8,25=3173/0-5-8 Max Harz 25=495(LC 6) Max Uplift 12=-162(LC 7),25=.464(LC 7) FORCES, (lb) -Max. Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 2-3-_2311786, 3.4=.1456/109, 4-5=-12041142, 5-6=.1899/297,6-27--1999/333, 7.27=-1999/333, 7-28-2505/343, 8-28--25101341, 8-9--2538/340, 9-29=-24611327, 10 -29--24611328,10-11--19891254,12-14=-22581168,11-14=-22321187 BOT CHORD 24-25-540/251, 23 -24=-217/1096,22-23=-217/1096,21-22=-137/1457,18-19=-11012475, 17-18=-11012475,16-17=-8011559 WEBS 3-25=-2968/364, 3-24=-169/2139, 5-24=-13211164, 5-22=01657, 6-22=-467135, 6-21=-9711132, 7-21=-13601137,19-21=-11012001, 7-19=-191831,10-16=-785186, 11-16=-28/1753,2-25=-5351306,9-17=-989/120,10-17=-8311468 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind ' ASCE 7-05; 105mah: os TCDL-10,8psf; 8CDL=4,2psf1 h-15ft; B-45ft; L=480; elzve-flft� Cat. IL Exp C; enclosed; MWFRS (all mdghts)� cantilever left and right exped; end vertical left and right exposed; Lumber DOL=1,60 plate grLp DOL=1,60 3) Provide adequate drainage to prevent water pending, 4) Ali plates are MT20 plates unless otherwise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads, ts&oeIoe -2t toed 12 and 464 to uplift at joint 25. 8) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) Graphical purin representation does not depict the size or the orientation of the puffer along the top and/or bottom chord, A WARNING - Valyfir de tin parameters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE W-7473 rov, I0t =01$ BEFORE USE, Design valid tor use only with saffeb1i connector. This depTin is based onpan parameters shown, onnis fid, an indhAdvor by0ding comporrent not a truss is,stern, Before use, the building derii9ner must verify the appinoblMn of design parornefies anti properly incorporate this notion into the overaI building design. linschri indicated 4 to prevent buckling of Lndiwduol Iruz vreb and/or chord members only. Additional temporary and permanent bsrscwg is always requvedroi siabilify and to prevent collopsewth poshbie penonat infury and property domoge, For general guidance, regording the ftsbkoflon, storage, delivery, erection and bracing of trusses and truss Wstems, see "asA ua 059 -St and ECSC Building Component . NSRT!rlAQ223M,Cdu"er Safety Information avotobie fro", Truss More froffrute, 2Hs N. Lee Street, $uite 3Q, A ndrk V d 5,e =r 3X4 11 5X6 Boo liT 6 28 7 29 8 9 30 10 11 27 26 25 24 23 22 21 14 13 3x4 t1 eX6 Albi = U 10 3X4 tl 2X4 11 3XIOMT20HS ii 3X4 = LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN, d, LOADING (psf) SPACING- 2-0-0 CS1, I DEFL. in (loc) Well Ltd TC 0L97 1 Vert(LL) -0, 15 8-20 >999 240 PLATES GRIP MT20 1971144 TELL 30,0 Plate Grip DOL 1,15 TCDL 18,0 Lumber DOL 1,15 BC 0,58 Vert(TL) -0,38 21-22 >999 180 MT20HS 148/108 BCLL 0,0 Rep Stress Incr YES WB O 84 Horz(TL) 0,17 13 ma pro IRC2009fTP12007 (Matrix -M) Weight 297 to FT = 0% BCDL TO Code LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, axe apt end verticals, and 4-6,11-12: 2x4 SPF 240OF TOE 2.0-0 cc purlins (2-2-0 max.): 6-11 BOT CHORD Rigid ceiling directly applied or 10-0-0 . cc bracing, Except, BOT CHORD 20 SPF No,2 6-0-0 cc bracing: 26-27,25-26, WEBS 2x4 SPF No2 1 Row at nedrit 8-20 WEBS I Row at midpt 3-26, 5-25, 6-23, 6-22, 7.22, 10-19,11-17, 12-13 cross bracing i be installed doling truss election, in accordance with Stabilizer REACTIONS, (ptsize) 13=228110-5-8,26=3173/0-5-8 Max Harz 26=503(LC 6) Max Uplift 13-479(LC 7), 26=-866(LC 7) FORCES. (1b) -Max, Comp,/Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2 -3 -262/787,3 -4=-14561355,4-5=-1203/388,5-6=-18991627,6-28=-20001702, 7-28=-2000/702, 7-29=-2472f754, 8-29=-24721754, 8-9=-2468/752, 9-30=-246&752, 10-30=-24681752, 10-11=-21781689,11-12=-2023/552,13-15--2254/481, 12.15=-2223/504 BOT CHORD 25.26=-5561318, 24-25=-335/1096, 23-24-33511096, 22-23=-26611458, 8-20=-5971203, 19-20=-30412178,18-19=-189/1525,17-18=-189/1525 5-25=-13221315,5-23=� 111657,6-23=-467154, WEBS 3-26=-29681745,3-25=-401/2141, 6-22--24011133, 7-22=-13671312, 20-22=-31012027, 7-20=-83/778, 10-20=-141/694, 10 -19m -11051261,11 -19=-258/1375,11-17=-7611168,12-17=-19811676,2-26=-537/398 x,NND0 Ut's NOTES -N for this design, HC'% 1) Unbalanced roof live loads have been considered L=48ft: Cat. it: Exp C; partially-, MWFRS (all * 2) Wind: ASCE 7.05; 105mph; TCDL=10,8p$f; BODL=4.2psf- h=15ft; B=45ft: eave=6ft: heights); cantilever left and right exposed; end vertical;eft and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding, 660' M 4) All plates are MT20 plates unless otherwise indicated. Ass 5) All plates are 3x6 MT20 unless otherwise indicated, for 5 degree rotation about its center, 6) Plates checked a plus or minus designed for 10L0 bottom chord live load nonconcurrent with any other live toads, -0 7) This truss has been a par 479 to uplift at joint 13 and 866 to uplift at 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding joint 26. OVAL 9) "Senti-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, January 7,2016 ,&WARvisso. Varity evdespieemet.. end READ NaFES ON TNS AND itictui)Ei)wrEKREFERANCEPAQEMI�7473rw. 14'"2015 BEFORE USE, Is for indiddual bo4ding coneconern, not Design valid far use only with mardef connectors. Tho design is based onaupon parameters shown, and an a mass system. Before vie, the buckling cricsigrecr oust verify the oppilicts V or design parameters and property incorporate this design into the overall bracing Welk' buirding design. Bracing indicated is fes prevent trucking of indWiducri truss web and/or chord members only. Additional temporary and permanent injury dunnage, Fos general guidance regarding the Greenback is aWoys required for slobffity and to prevent cabana with posobtre, personal and property ficbricaikca, sroroge. deirvery, esection and bracing of trusses and truss systems, see AN$uT?ll Quality Criteria, 0$4-87 and OCSI suffered Component 7777 Lane suite 109 Safety Information avalrobte from TrussPicne institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314, I C1LrgEMGr6niYS3LoRi49S"ii\WPz8lEw•Irea DUItPdiy6YE3%9v_,isssPni7Kz69yG geiE mm7 0 2.a'... - 74^5.?. ......�... ., .._....._. _.__...� E3-2-12 16-2,11 Scale = 1:44.9 4x4 ..=: to sir? 6 ci ca 17 16 '15 14 13 12 11 3z4 -:: 2x4 II 3x4'= 2x4 it 2x4 3xif) Id 2x4 !3 3X4 2,4 H Plate Ot€seis jX Y�, �, js 0 3_0 Qw2„3� j8 t3-� ti,t? 9,9� LOADING lost) SPACING- 2-0-0 CSI. TOLL 30.0 Plate Gros DOL 1.15 TO 0.31 TCDL 18.0 Lumber DOL 1.15 BC 0.10 BOLL 0,0 Rep Stress Inor YES 015 BCDL 7.0 Code iRC2009iTP12007 (Matrix M) LUMBER - BOTCHORD Rigid calling directly applied or 1}0 0 oc bracing _._�.� TOP CHORD 2x4 SPF No,2 E MIT ek recorrearsends that Stabilizers and required crass bracing BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS, All bearings 22-11-9. (lb) - Max Harz 2=-1 56(LC 5) Max Uplift All uplift 100 Ib or less at joints) 2, 9, 13, 11, 12 except 17=-109(LC 3), 14=-103(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 2, 9, 2, 9 except 15=384(LC 1),17=463(LC 11), 14=404(LC 12), 13=304(LC 1), 11=301(LC 12), 12=511(LC 1) FORCES, (to) _ Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, BS 4-15=-32810, 3-17=-3991135, 5-14=-3621127.6-13-.258143, 8-1 1=-270175, 7-12=-448192 NOTES- 1) heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,603) Truss designed for Wnd loads in the plane of the truss only. For studs exposed to vAnd (normal to the face), see Standard Gable End Details as applicable, or y designer as per ANSkr`rPI 1, pending.4) Provide adequate drainage to prevent water checked5) Plates for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) Gable studs sapped at 4-0-0 On 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Win any other live loads. able of withstanding 100 to uplift Connectionexcept 0t=1b) 17-109,14=101 10) "Semi-rigid pitchbreaks with fixed basis” Member end fixity model was used In the analysis and design of this truss. y..ase truss as applicable, * a. building 11) See Standard Industry Piggyback Truss Connection Detail for 12) Graphical purlin representation does not depict the size or the orientation of the purfin along the yand/or January 7, 01 tNARNead - Verify design parontroters and READ NOTES ON THIS AND iNCLUDED"TEK KEFERANCE PAGE Ali""s rev. 10109(2015 BEFORE USE Design waled far use only with t,A7ekt8 connectcxs. This design 6s based onlyv open pi, shown, and i4 tear an individual bashing ,component, not �^ a truss system, Before use the butiding designer must verify the axprsNcobi'ty of design porarnefera and proprs*ty hecarParate Stak design into the ave€crib � i w"� butcling design,. lin sting indkoled k to . prevent buckling at indMdual tnes web ondlor chord members onky Adultional temporary and permanent encsuing is atwasy required ter stability and to prevent collapse with possiblrs pe-rsanal tntury and Property damage. For general guidance regarding the 7777 GreenDask Cane fobricafion, slaeage, delivery, erection and macho of trusses and truss sYsferrs. see: AN5411141 quotfiy Cei#erita. OS8 84 Head SCMBr+Ading Component Suat0 1@9 Safety Information mosHolde ham Truss Plate e satirise. 218 Ff.. tee Street, Svelte 312. Alexandria. YA '^23 4. _. Citrrts etaghts,GA, 95+ DEPL, in (hoc) itdefi Swed PLATES GRIP Vert(LL) -0,00 9 nor 120 MT20 1571144 Vert(TL) 0.00 9 art 120 Horz(Ti) 0.00 9 nl a rho �Weight,. 70 to FT - tufa BRACING- TOPCHORD Structural wood sheathing directly agsp6ied or 6-0 Ei nc purlins, except 2.0-0 oc puriins (6-0-0 max.): 6-8. BOTCHORD Rigid calling directly applied or 1}0 0 oc bracing _._�.� E MIT ek recorrearsends that Stabilizers and required crass bracing be installed during truss erection in accordance wsth Sta666xer REACTIONS, All bearings 22-11-9. (lb) - Max Harz 2=-1 56(LC 5) Max Uplift All uplift 100 Ib or less at joints) 2, 9, 13, 11, 12 except 17=-109(LC 3), 14=-103(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 2, 9, 2, 9 except 15=384(LC 1),17=463(LC 11), 14=404(LC 12), 13=304(LC 1), 11=301(LC 12), 12=511(LC 1) FORCES, (to) _ Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown, BS 4-15=-32810, 3-17=-3991135, 5-14=-3621127.6-13-.258143, 8-1 1=-270175, 7-12=-448192 NOTES- 1) heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,603) Truss designed for Wnd loads in the plane of the truss only. For studs exposed to vAnd (normal to the face), see Standard Gable End Details as applicable, or y designer as per ANSkr`rPI 1, pending.4) Provide adequate drainage to prevent water checked5) Plates for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) Gable studs sapped at 4-0-0 On 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent Win any other live loads. able of withstanding 100 to uplift Connectionexcept 0t=1b) 17-109,14=101 10) "Semi-rigid pitchbreaks with fixed basis” Member end fixity model was used In the analysis and design of this truss. y..ase truss as applicable, * a. building 11) See Standard Industry Piggyback Truss Connection Detail for 12) Graphical purlin representation does not depict the size or the orientation of the purfin along the yand/or January 7, 01 tNARNead - Verify design parontroters and READ NOTES ON THIS AND iNCLUDED"TEK KEFERANCE PAGE Ali""s rev. 10109(2015 BEFORE USE Design waled far use only with t,A7ekt8 connectcxs. This design 6s based onlyv open pi, shown, and i4 tear an individual bashing ,component, not �^ a truss system, Before use the butiding designer must verify the axprsNcobi'ty of design porarnefera and proprs*ty hecarParate Stak design into the ave€crib � i w"� butcling design,. lin sting indkoled k to . prevent buckling at indMdual tnes web ondlor chord members onky Adultional temporary and permanent encsuing is atwasy required ter stability and to prevent collapse with possiblrs pe-rsanal tntury and Property damage. For general guidance regarding the 7777 GreenDask Cane fobricafion, slaeage, delivery, erection and macho of trusses and truss sYsferrs. see: AN5411141 quotfiy Cei#erita. OS8 84 Head SCMBr+Ading Component Suat0 1@9 Safety Information mosHolde ham Truss Plate e satirise. 218 Ff.. tee Street, Svelte 312. Alexandria. YA '^23 4. _. Citrrts etaghts,GA, 95+ Piggyback Base Truss ..... . ..... 5-2,12 5-3.4 5-3-4 jQy jPfy I Crefroors I Quail • Istan 3A 4 CM Stan 846272834 6sSer,292016MiTek7isdustrats'Inc, I0:2LgEMG;,6nfYBLoft5et5T?wypz8{E.w-mICGQqJVA8pot3oF'51QDaqLP8VVZ,rr$bPsOaaFgzxmm �T LAI 2-1-0 scass = 1.11X o Us Z, 3.4 I P5x6 Ann ri7 - - 27 26 25 24 23 U4 #9 4,6 06 22 21 400 U4 14 13 2X4 It 3sI6MT20H$ 11 3x4 = s6 LEGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN. --- --- ----- ___2g-24 ---- ---- 71" Aak- jjj§:.0-2-14A1-8hLZ0:0:4 — --- ------- LOADING (ps1) SPACING- 2-0-0 CSL DEFL, in (joc) Infell Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 115 TC 0.98 VerftLL) -0,15 8-20 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1,15 BC 0,57 VerftTQ 438 21-22 >999 180 MT20HS 1481108 SCLL 0.0 Rep Stress incr YES WEI 0.83 Horz(TL) 0.16 13 n1a lure Weight: 295 to FT = 0% BCDL TO Code IRC2009rTP12007 (MatrisrW) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 11-12; 2x4 SPF 240OF ZGE end verticals, and 2-0-0 or purlins (2-2.0 max.): 6-11. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 as bracing, Except: WEBS 2x4 SPF No.2 6-0-0 oc bracing; 26-27,25-26L 1 Row at motor 8-20 WEBS I Row at midpt 3-26, 5-25,6-23,6-22,7-22,10-19,11-17, 12-13 recommends that. StabPlizersWand required cross bracing __a [be Instatled dudng truss erectfon r accordance with Stab liter ns a let!o _9 '99sd REACTIONS, (lb1size) 13-2260/Mechanical, 26=315310-5-8 Max Horz 26=507(LC 6) Max Uplift 13=-475(LC 7), 26=-86 1 (LC 7) FORCES, (to) - Max. Comp,/Max, Ted. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-261/786,3-4=•14401352,4-5=-11881384,5-6=-18771621, 6-28=-19701696, 7 -28= -19701696,7 -29=-24191743,8-29=-2419/743,8-9=-24161740,9-3O=24161740, 10-30=-24161740, 10-11=-21161676,11-12=-19191537,13-15=-2234/473, 12-15=-22051499 BOT CHORD 25-26=-5601317, 24-25=-342./1083, 23-24=-34211083, 22-23-27511439, 8-20=-595/202, 19.,20=-30912116,18-19=-190/1449,17-18=-190/1449 WEBB 3-26=-29481741, 3-25--396/2122, 5-25=--310131 2, 5.23=.10/647, 6-23=-459154, 6 -22= -235/1113,7 -22=-1342/306,20-22-317/1996,7-20=-791743,10-20=-146/712, 10-19=1 1221269,11-19--26511396,11-17=-$I 7/172,12-17=-19811648,2-26=-5351397 t,,NN00 Litc, NOTES- #I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 105mph-, TCDL=10 8psf; BCDL=4,2psf; h=15ft; B=4511; L=4811, eave=6ft; Cat, 0; Exp C, partially; MVVFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL.=1 .60 3) Provide adequate drainage to prevent water pending, 66 OM 4) Alt plates are MT20 plates unless otherwise indicated, 5) All plates are 3x6 MT20 unless otherwise indicated, 6) Plates checked for a plus or minus 5 degree rotation about its center, 7)'rhis truss has been designed for a 10,0 prif bottom chord live load noncrincurrent with any other live loads, 8) Refer to girder(s) for truss to truss connections. 75 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at=lb) 13=4 0NA`i 26=861 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. January 7,2016 WARNING. Varner design panumit. and READ NOTES 014 INS AND INCLubefs NICK REFERANCE PAGE W7473 nev. 10103120I5 8EFORE USE Design vakd for uso only with Mileati, connectors. This design is based onupon parameters shown. and is for an individual building component, not a truss systern Before usethe ongoing designer mud verey the apieficoblity of design parameters and FrIpPerts' incOMOtme into design into the overall ongoing design isrochis indicated is to prevent buckling of hdivelucl truss web and/or chord membersooly. Additional temporary and peursoneni bracing MiTek' k annoys required Year stabOy said to prevent coilarse Win possible penorsai injury and property drougge. For steneial guidance regarding the, 7777 Greetartur Lane Fabrication, storage. fictively, erection and bracing of trusses and truss systems, see ANSI/ In Overtly Cdftdxl, GSSWS4 and SCSI Sullifing Component suite 109 Sateryinformidion awatorsk, from Truss Pirde insfifute, 218 N. Lee Street, Suite 342. Alexandiia, VA 223t4, N 1 8-2-12 1 16-2-11 Svsto z 1:45 1 E� 15 14 13 12 11 10 3x4 a= 2A ii 3x4 'b-, 2X4 it 2A 2X4 lI 3A 2A 11 LOADING (psf) SPACING. 2-0-0 CSL DEFL. in (too) I/defl Ltd PLATES GRIP MT20 1971144 TCLL 30,0 Plate Grip DOL 1,15 TC 0,34 Vert LQ 0,00 a n/r 120 TCDL 18,0 Lumber DOL, 1,15 BIC 0,09 Vert(TL) 0,00 9 for 120 BCLL 00 Rep Stress Insar YES WE 016 Horz(TL) 0,00 8 Fire me Weight: 72 Its FT =0% BCDL TO Code IRC2009frPI2007 (Matrix -M} 14 6 6 LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SPF No,2 2-0-0 cc puffins (6-0-0 max,): 5-7. WEBS 2x4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. OTHERS 2X4 SPF No,2 Miaek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 22-11-9. (to) - Max Harz 2=-156(LC 5) Max Uplift Ali uplift 100 to or less at joint(s) 2, 11, 8, 12, 10 except 15=-I05(LC 7) MaxGrav All reactions 250 to or less atimirbs) 2. 8" 2, 8 except 13=406(LC 1), 15=460(LO 11), 11-483(LC 1), 12=474(LC 1), 10=347(LC 12) FORCES. (to) - Max, Comp,/Max Ten, - Ail forces 250 (In) or less except when shown, WEBS 4-13=-350(0, 3-15-397/132, 6-11--427t85, 5-12=-4141124, 7-10-280157 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind; ASCE 7-05; 105mph; TCDL=10,8psf; BCDL-4.2psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat, it; Exit C; enclosed: MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1.60 3) 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 ANSIfTPI I 4) Provide adequate drainage to prevent water pending. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 cc, 8) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other five loads.HC* 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinfis) 2, 11, 8, 12, 10, 2, 8 x -** except Ut=14) 15=105, 41 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 1 . 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building 07 66 M 0 designer, 1 AV 0 12) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. 4 ONACC;-�V� AWARNING • Verily deafg.parameters ansfREAD NOTES ON THIS AND INCLUDEVANTEK REFERANCE PAGE W-7473 s0v. 1"317015 BEFORE USE' t D"rin voild for use a* with oeTeelif connectors, The design Is based oni m upon parameters shover. and is for on Individuat building component, no i o truss syslem. Serve use, the by ding dsnigrw must verify flor appricaust ty of design pore esters and props Py incorporate the design into the overall building designs. Bracing indbofed 4 to prevent busorking of individury firvisonst, and/or chord members a* Additbnatteniporcxyand pemio?)entbrocingWelk' is movain required for stabilify and to prevent colopre vAfh possible personal finfury and property damage. For itentses guidance regarding the 7777 Greenback Lane fatiflization, storage, delivery, erection and lancing of trusses and truss systems, see AW'WIT diussitty Caudle, DSS -89 and SCSI avilding, Component owns 109 Safety Information available from Truss Plate institute, 218 NLee Street Suite 3t2. Alexandria, VA 22314. I 2,0-0 ' 5-2-12 5,3-4• 5.3.4 6-1-4 B-3-0 8,14 7,4-13 Scale = 1:92 2 56 = 2X4 0l 3,6 = 316 =-, Sys a no Fli_ 6 71 7 23 8 9 24 10 21 20 19 is 17 3x4 I8 416 4x8 3X6 = 3X6 16 is — 13 5X10 3x10=._ 3XI0 3XC 12 3xiOMT20HS LOADING (yelf], SPACING- 2-0-0 CSL DEFL, in (toe) Well Lid PLATES GRIP TC 0,86 Vert(LL) -0,11 15-16 >999 240 MT20 1971144 TCLL 30,0 Plate Grip DOL 1,15 TCDL 18.1) Lumber DOL 115 BC 0,60 Vert(TL) -0-31 15-16 >999 180 MT20HS 1481108 BCLL 0.0 Rep Stress Incr YES M 061 Horz(TL) 008 (MalrixM) 12 fire n/a Weight: 271 its FT = 0% SCDL 7,0 Code IRC20091TP12007 LUMBER- BRACING - *Except' TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except TOP CHORD 2x4 SPF 240OF 2,0E and verticals, and 2-0-0 on pudins (4-6-1 max.): 6-10. 4-6,1-4: 2x4 SPF No.2 BOT CHORD Rigid getting directly applied or 10-0-0 cm bracing, Except: BOT CHORD 2x4 SPF No.2 6-L13-0 oc bracdng: 20-21,19-20, WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 3-20,5-19,6-17,6-16,7A6,9-15, 10-15, ..... ............ . . __-----1-11 ...... . . .... - ------ MiTW1ok recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins atio V_gU REACTIONS, (Itusize) 20.--315310-5-8,12=2260/Mechanical Max Harz 20-507(t.0 6) Max Uplift20=-861 (LC 7),12=-475(LC 7) FORCES, (lb) -Max. Comp./Max, Ten. - Ali forces 250 (di) or less except when shown. TOPCHORD 2-3=-261/785, 3-4--1439/349,4-5=-1298/384, 5-6=-18771620, 6-22-20151706, 7-22--20151706,7-23=-2033/712,8-23=-2033/712,8-9=-20331712, 9-24=-19451698, 10-24=_19451698,10.11=-18181547,11-12=-22151508 BOT CHORD 19 -20= -5591317,18 -19--34211080,17-18=-34211080,16-17=-275/1444,15-16=-28411945, 14-15=-15811205,13-14=-158/1205 WEBS 3-20=-29481742, 3-19--396/2118, 5-19=-1312/309,5-17=-101662,6-17=-458162, 6-16=,.22611070,7-16,---845/277, 9-15=-9871284, 10-15=-25911350,10-13=-9781199, 2-20=-533/396, 11-13=- 186/1596 NOTES - 1) Unbalanced roof live ksad$ have been considered for this design 2) Vtllnd� ASCE 7-05; 105mph; TCDL-10,8psf,BCDL=4.2psf; h=15ft; B=45ft; L=48ft; eave=6ft; Cat, fl; Exp C; partially; MWFRS (air heights); cantilever left and right exposed � end vertical left and right exposed� Lumber DOL=1,60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending. 4) Ali plates are MT20 plate$ unless offienvise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10�O psf bottom chord live load nonconcuffent with any other live loads. 7) Refer to girder(s) for truss to truss connections. a) except Ut=lb) 20=861, 12=475 9) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 10) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ,&WARNtNo = verify teelloparameters BeadREAD NOTES ON VAS AND INCLUDED ASTEK REFERANCE PAGE W-7473 rev, 141"VIS BEFORE USE, Design valid future only vAth We connectors. This design is based orrupon peromerars sorry n, and is for on individuix Wining Component not ,ty 0 Irons system, set" use, the building designer trust verify the opifficats , of design parameters and property lnconsorore flints design Into the overall of InciNkfucif truss web and/or chord members 0*. AddMond renspormy and permanent bracing buildhf; design. leackig Indicated is to prevent buck,fing is oNmys required for slaWily and to prevent cokopse wittyposebie personal jnrdy and prop" damage, For general Saleonce regading the 7777 Greelsbadl Lane fabrication, storage, unity", erection and bracing of trusses and truss systems, see ANSI/TTII Quality Criteria, mls�flf and SCSI Selifillits; Component Suits 199 Safety information avairstare from TwnfloleinflihAe, 218 sl, Lee Slresrj� Suite 312, Mexondricr VA 22314 --- e__ ---------------- 8.2-12 Scale - f,45,1 I ij 15 14 13 12 11 10 3x4 "= 2x4 !! 30 =. 2sr4 II 2x4 iI 2x4 fl 3xA "- 2X4 !l P€ate i_7ff5�$s �X Y� [5 Q 3 0 L 2 3�,(7 0 4 4 1111 1 3j j„8 (i 2 0 CS 1 2� _... �'ry LOADING gpsf) SPACING- 2-0-9 Cit. DEFL, if) (too) Well kid TC 0 29 Vert(LL) 01.90 9 ntr 120 PLATES GRIP MT20 1971144 TOLL 39 t; Plate Grip DOL 1.95 TC,DL 16.9 Lumber DOL 1.15 BC 9.21 beri{TL) 0.01 9 ntr 12 BCLL 0.0 Rep Stress lncr YES 9.11 h§orx(TL} C} 00 6 r le nta Weight 76 to FT 0% BCDL 10 Code IRC2009fTPi2007 (Matrix M) __.., . -..m., - -..... LUMBER- BRACING - TOPCHORD Structural wood sheathing directly applied or 6.0-9 oc purlins, except TOP CHORD 2x4 SPF No.2 2-0-9 oc puffins (6-0-0 max.): 5-7. BOTCHORD 2x4 SPF No.2 BLOT CHORD Rigid ceiling directly Bpplied or 10-0-0 0o bracing uVEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 L MlTek recommends that Stablltzars anti fequtred cross t roc ng P¢ be installed during truss erection in accordance wi Stabilizer REACTIONS, All bearings 22-11.9. (lb) - Max Harz 2=-156(LC 5) Max uplift All uplift 109 Its or less at joints) 2, 11, 8, 12, 10 except 15=-193(LC 7) t4Mx Grav Alt reactions 259 lb or less at jolnt(s) 2,2 except 13-279(LC 1), 15=468(LC 11), 11=482(LC 1), 8=353(LC 1), 12-367(LC 12), 19=444(LC 12), 8=353(LC 1) FORCES, (to) -Max, CompWaic. "ren. -All forces 250 (Ib) or less except when shown. BS 3-1 5=-4001138, 5-11=-431178. 5-12=-319%113, 7-10=-358159 NOTES - 1) Unbalanced roof live loads have been considered for this design. h=15ft, 8=45111; L-24ft, cave= 4H, Cat. ft; Exp G; enclosed; MWFRS (all 2) Wind: ASCE 7-05, 105mph; TCDL=10.8psf; 8CDL=4.2psi; and left and right exposed, Lumber DOL -1.60 plate grip DOL -1.60 heights); cantilever left and right exposed; vertical 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (morrtlal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1, 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 5 degree rotation about Its center. 6) Gable requires continuous bottom chord bearing �00 � r 7) Gable studs spaced at 4-0-0 oc. 8) This truss has been designed for a 1(!L0 psi bottom chord live load nonconcurrent with any other live loads. 100 Ib at joint(s) 2, 11, 8„ 12„ 10, 2, 8 * ,.••"" "+•,* • . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift except Ut=lb) 15=1W 10) "Semi-rigid plictfbreaks with fixed beets" Member and fixity model was used In the analysis and design of this truss. ,� s 11) See Standard industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, 12) Graphical purlfn representation does not depict the size or the orientation of the purtn along the top and/or bottom chord. tv :» )r At January 7,2016 WARNING • Verify deragn pfrremer. and READ NOTES ON rill AND INCLUDED WTEK REFERANCE PAGE A#h1471 mvr 10101 i6t 5 BEFORE USE, t Destgn valid far use only Win, MiTekO connectors thrs design h based on W capon parameters shov+n, arid is for an individurst buUding component, riot IS a truss system. Before vus. the t thing designer must verily the app§cabi ty of design+ parameters and properly incorporate this design into the ovensil building design, anteing indicated is to prtn erst buckling of imiNkival truss web and/or chord members only. Additional temporary acrd peeconeni bracinga elk is osw ays. required for notoi ty and to prevent collapse whir possible personal Envoy and property donsage. For general guidance regarding the 7777 Greentupt Lane fatariconon,. sterane, delivery, erection and bracing of trusses and truss systems. see ANSVTPIt QvoBty Criteria.. 036.84 and SCSI Buildln9 ComPanenP cone 109 Safety tnterf»atFon avoiiabie from Truss Note inslitute, 235 N, Lee Street. $vile 3112 AleXOndno, VA 22314. 505 20 19 8x4 I t Axe.:: tcBuSrrngx,Co '� tt12LgEMisr6n3Yt<crRiilST?U't�YFzBdpw Ncuii,;s4 fJi3CNa3tX4rea7—wit5zy3ka22rnxs2_oss?xxrtarKt3 5-3-.4. 5.3.4 8,.1.4 8-3-0 8A4 7-4.13 Scale - 190,5 5X61 :: 6 722 823 9 4X6 US--- SxtD ra::, 4x8 :-- WO =` 3x6 ::v: 3xfi d, LOADWG, (psf) - SPACING- 2-0-0 CSI. DEFL, in (too) Well Ltd PLATES GRIP SCLL 10.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.11 14.15 >999 240 MT20 1971144 DL 18,0 Lumber DOL 1.15 BC 0,60 Vert(TL) -0131 14.15 >999 150 MT20HS 1481108 T' 8CL.L 0.0 Rep Stress tncr YES WB 0,98 Horz(TL) 0 09 11 nia old Weight 268 lb F7 = 0°fie BCDL 70 Cade 1RC20091TP12007 {Matrix M} LUMBER- BRACING - TOP CHORD 2x4 SPF 240OF 2.0E *Except" TOP CHORD Structural wood sheathing directly applied or 3-8-13 no puffins, except 3.5,1-3: 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (4-5.2 max.): 5-9 BOTCHORD 2x4 SPF Plo.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 8-9-6 oc bracing 19-20 fr 0-0 oc bracing: 18-19. _ WEBS 9 Row at mtdpt 4-18,5-16,6-15,8-14,9-12, 10.11 f Wek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer REACTIONS. (lb/size) 20--3610-5-8, 1 9-29 5 710-5-8, 11-2286/Mechanical Max Herz 20=477(LC 6) Max Uplift 20=-1 63(LC 12), 19=-261(LC 7), 11=-176(LC 7) Max Grav 20.131(LC 4), 19=2957(LC 1), 11-2286(LC 1) FORCES. (to) - Max. Comp./Max. Sen. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-183/502,2-3=-1585/171, 3-4=-14411228, 4-5--1962{344,5-21=-20651366, 6-21=-2068!366, 6-7--20868369,7-22=-20861369,8-22=-20861369, 6-23=-198€i1360, 9.23=-19801360, 9-10=-16371297,10-11-22411207 BOTCHORD 19-20=-454/391, 18 -19=-3701122,17-18--15711199,16-17=-15711199,15-16--108/1515, 14-15=-7711980,13-14=-6611222,12-13=-6611222 WEBS 2-19=-2785/280, 2-18=-8111947, 4-18 =•1201192, 4.16=0/675, 5-16=-470/3, 5-15=_7511080, 6-15=-845!146, 8-14=-1014/152, 9-14=.98/1383, 9-12 993/77, 1-19=-389/188,10-12--411618 NDO Or' 1) Unbalanced root live loads have been considered for this design, e*****e***e c 2) Wind: ASCE 7-05, 105mph; TCDL=10,8psf; BCDL=4.2psf; h-15ft: 8=45ft, L=48ft; eave=6fz; cel. If; Era C; enclosed; MWFRS (all heights); cantilever left and right exposed ; Truss Em 7,5415 a 50p1VsVIa -1— fD:2LgEMGr6nfYBLoRMST'?VVYPz8lEw-fpSnGCM?ENKEEh6lKivgkgvApezEnQz?neYPPRzxm;n2 Scale - I43,8 11 10 2;s4 It 314 2X4 11 M Us LOADING (par) SPACING- 2-0-0 CS1, DEFL, in (fact Ildeft Lid 115 TC 0,68 Vert(LL) O.02 7 air 120 PLATES GRIP MT20 1971144 TOLL 30.0 Plate Grip DOL TOOL 18.0 Lumber DOL 1,15 BC 0,35 VeTgTL) 0,04 7 ad 120 BOLL 0,0 Rep Stress Ina, YES WEI 016 Iiorz(TL) 0,00 6 rim fro Weight: 68 lb FT = 0% SOUL TO Code IRC2009ITP12007 (Matrix) - - --------- LUMBER- 13RACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Puri! ns.except TOP CHORD 2x4 SPF No.2 2-0-0 oc puffins (6-0-0 max.)-. 3-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. WEBS 2x4 SPF No.2 - --------- - - - - � ..... ..... . OTHERS 2x4 SPF No.2 iW'ek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer ... ...... - ------- REACTION& All bearings 22-11-9. (lb) - Max Harz 2-116(LC 6) Max Uplift All uplift 100 lborfess atfoltifts) 2,9,6,11, 8 Max Gram All reactions 250 lb or less at joint(s) except 2=327(LC 1), 9=730(LC 12), 6=327(LC 1), 11--628(LC 11), 8=628(LC 12) FORCES, (to) - Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-9=-6571109, 3-11=-4951"70, 5-8=-495/70 NOTES - 1) Unbalanced roof live loads have been considered for this design. h=15ft; 13=4511-1 L=24ft; eave=4ft; Cat. fl; Exp C; enclosed; MVVFRS (all 2) Wind: ASCE 7-05; 105mph; TCDL=10,8psf; BCDL=4.2psf; left end vertical left and fight exposed; Lumber DOL -1.60 plate grip DOL=1,60 heights); cantilever and right exposed; 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord bearing, 6p This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loads, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 2, 9, 6, 11, 8, fixity used in the analysis and design of this truss, 0 L 8) "Semi-rigid pitchbreaks with fixed heels" Member end model was 9) See Standard industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building tip designer. 00 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top andfor bottom chord, 0 660*0 0 # OWL January 7,2016 AWARNING - VIVIrdstufarIP111sestOrs and READ NOTES ON TANS AND INCLUDEONTEK REFFRANCE PAGEAVF7473 rvsr. 10/03,2015 BEFORE USE, design voild for use only with W100 CoAru-clors This design is based orri upon poromettsfs shown. and is fee on indoducir building component, not Nil' a truss system. Before arse. the building designer must verify the Ordsicala ty of design paroffraters and property incorporate the design into the 0Verdi biAdtal design, firocIng insircored is to peverif avoiding or individuar truss wela ondlo(chord merhates only. Addifiormi temPorcitY and permanent bracing MITOW is always required for frobitity and to prevent cogrause with possible personal inMy and Proiseriv dornage, For general guidance regarding the 1777 Greenback Lane foledcation, stomps, delivery, erection and tracing or trusses and truss systems, see ANSI/Tfu savdifyCiffesirt, OSS -89 and 60fouldfraCateriOnent Suite 109 Safety Inforearsur available from Truss Note Wntiturs, 218 K Lee Street. Suite 312, Atexandrio, VA 22314. &4jytt*Lglifs_q NOTES - 1) nd: ASCE 7-05', 105mph; TCDL=10,8psf; BCDL=4,2psf; h=15ft, 8=45ft; L=2411; eave-oft; Cat. N; Exp C; partially; MWFRS (all he€ghts); cantilever left and right exposed ; end vertical left and right exposed„ Lumber DOL=1,60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 1 OD psf bottom chord live load nonconcurrent with any other five toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3. 6) "Serni-rigid paiahbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 3x4 w r Plate Offsets {� Y�, (3 0 0 i 9 dr�el ,. , LOADING (psf) SPACING- 2-0-0 CSL DEFL, in (loc) itdeft Ud I PLATES GRIP l TCLL 30.0 Plate Grip DOL 1,15 TC 0.46 Veetp-Q -0.00 5 x999 240 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0,02 Ver1(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress tncr YES VVB 0 f73 Horz(TL) -0,00 3 We We 1Vetght 121b FT =0°l� BCDL 7.0 Cade IRC2009/TP12007 (Matrix M) _-_._,r._..._.__,_. � LUMBER- TOP CHORD 2x4 SPP N0.2 BRACING - TOP CHORD Structural woad sheathing directly applied or 1-10-15 be purlins, BOT CHORD 2x4 SPF No.2 except end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing ivlll'ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with S1abFl zer REACT[ONS. (lb/size) 4=12/Mechanical, 5=429/0-3-8,3=43/Mechanical Max Harz 5=100(L.0 7) Max Uplift 5 =-86(LC 7), 3=-90(LC 4) Max Grav 4=30(LC 2), 5=429(LC 1), 3=43(LC 5) FORCES. (to) ,- Max, Comp.tMax, Ten. - All forces 250 (tb) or less except when shown. TOP CHORD 2-5=-4179252 NOTES - 1) nd: ASCE 7-05', 105mph; TCDL=10,8psf; BCDL=4,2psf; h=15ft, 8=45ft; L=2411; eave-oft; Cat. N; Exp C; partially; MWFRS (all he€ghts); cantilever left and right exposed ; end vertical left and right exposed„ Lumber DOL=1,60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 1 OD psf bottom chord live load nonconcurrent with any other five toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 5, 3. 6) "Serni-rigid paiahbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Lw r _._ t ww . tKADfANG Varltp dwaf tr paraa»atera and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE RAGE Md 74i3 rev. 1=112015 SEFORE USE.. Design voik<i for use only with Wane connectors. This design is Eased onityy upon parameters shown, and is for can individual Wiping component, not a miss system. Before use. the guiding designs must verity the oppg4abikis of design parameters and property inc ate this design data fire overall building} design. reocireg indicated is to prevent brrokling of hdividuci$ truss wear and/or chord members orsly. Additionof terrpoiary and permanent bracing !Tek is atways required to stribgity and to prevent cordials, Win possible personal InkAy and property damage. For general guidance regarding the 7777 Greenback lane fats€.loot+on, stowage, delivery, erection and among ng at trusses and truss systems. see ANSuTFn Quality Crderia. 051,84 and SCSI ifulkling Component Suite 405 Safety information ovdismie from truss N or Institute, 218 N. Lee Street, Sulte 312, Alexandof, VA 22314. r Lw r _._ t ww . tKADfANG Varltp dwaf tr paraa»atera and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE RAGE Md 74i3 rev. 1=112015 SEFORE USE.. Design voik<i for use only with Wane connectors. This design is Eased onityy upon parameters shown, and is for can individual Wiping component, not a miss system. Before use. the guiding designs must verity the oppg4abikis of design parameters and property inc ate this design data fire overall building} design. reocireg indicated is to prevent brrokling of hdividuci$ truss wear and/or chord members orsly. Additionof terrpoiary and permanent bracing !Tek is atways required to stribgity and to prevent cordials, Win possible personal InkAy and property damage. For general guidance regarding the 7777 Greenback lane fats€.loot+on, stowage, delivery, erection and among ng at trusses and truss systems. see ANSuTFn Quality Crderia. 051,84 and SCSI ifulkling Component Suite 405 Safety information ovdismie from truss N or Institute, 218 N. Lee Street, Sulte 312, Alexandof, VA 22314. cors � 10-15 Sime w 1:22.8 " 3x4:;:::: ` LOADING (psi) SPACING- 2-0-0 CSt. i VIZFL. in (toe) lidetl Lid � TC 0.46 i Vert(LL) -0,01 5-6 >999 240 PLATES GRIP M 20 197/144 TCLL 34.0 Plate Grip DOL 1.15 7CDL 18.4 Lumber DOL 115 SC 0.12 Vert(TL) •0.02 6-6 >999 160 BOLL 0,0 Rep Stress incr YES 0 09 Ft } orz(TL 4 02 4 rata rite M) Weight IS lb FT 0% t {3 Code 1RC20ii9iY P1244(Mlatrix BCDL 7 zM. _ ...-.-..._-.._ ._-. _ .. LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 3.10-15 oc purlins, TOPCHORD 2x4 SPF N0.2 except end verticals. BLOT CHORD 2x4 SPF No,2 "BS BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing 2x4 SPF No.2 _..._. MiiTek recommends that Stabilizers and required cross bracing be installed during mass erection in accordance with Stabilizer 105 ijaS [t gaida ------ ____ __.---- ------- REACTIONS. (lb/size) 6 =4&910.3-8, 4=116JMechanicaf, 5=26fMechanicai REACTIONS. Max Horn 6=266(LC 7) Max Uplift6=-50(LC 7), 4=-133(C C 7) Max Gray 6=469(LC 1), 4=135(L.0 5), 5=63(LC 2) FORCES. (its) - Max. Comp,/Max, Ten. - All farces 250 (to) or less except when shown, TOP CHORD 2-6=-4431326, 2-3=-1361258 BS 3-6-3551171 NOTES - 1) Wind. ASCE 7-05; 105rnph, TCDL=10,8psf; B DL=4.2psf: h=15tt; B=45ft; L=24€, eave=4st; Gat. lfe Exp C; partially; MWFR5 (all heights); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live toads, 4) Reser to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 6 except (jt=ib) 4=133, 6) "Serpi-rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. x,00 O 6,66 **° January 7, 016 WARnsela - Vedry design peva .nv,s and READ NOTES ON T10S AND ivctuo,-o AAF rEK REFERANCE PACrE AWN 7473 r*v. fQR "015 BEF@RE USE: Design valid for use only wsth "Tessai conneckrfs This design is based oni upon pcxromeren shown, creed is tar an individual buliding component, nisi Nit a truss system, tletare use, the bosidsng designer must verity± the opr4caba'ty of design parameters and property tncorP<waie this design into the avera#3 ,. buildktg design. 8rocing indiicated is to prevent lorckfing of irrdMdud truss web and/or chord members only. Additional tenisoneq an persnaneral brocirr3 is always required Ear 0abYity and to prevent collapses with pcesibie personal iniury and properly dornc g&, For general guidance recording the 7777 Greentrila Lane labdrolton. storage, detivery. erection and bracing at trusses and truss systeans. see ANSI/TPIi Quality CrNerlo. 4156.64 and test souding Component Suite 109 Safety tntarmation ovair able horn Truss Plate tnstslutc. 218 N. tee Street. Sante 322. Alexandrd, VA 22314, C Ivs N„„eights, CA._95 2,0,0 .. 1.11-e 1, ti -7 7 2x4 Al .. Ciffsets (X Y} j6 0 2 4 0 2 4( .Piste LOADING (psi} SPAC#NG--4 0 CSt, Cel FL. n (1oc) Itdafi Ltd Vert(LL) -0.10 6 >441 240 PLATES GRIP NST24 t97ti44 TOLL 30,0 Plate Grip DOL 1.15 TC 0.50 TC[h.. 19.4 Lumber DOL 1.15 BC 0.03 Vert(rL) -0.11 6 >407 180 BCLL 0,0 Rep Stress Incr YES WB 0,04 Horz(TL) .0 .21 4 €rte n/a Weight 21 Ib FT = 0% SCOL 7.0 Code IRC2009/TPI2007 (Matrix A9) BRACING- BER- Structural wood sheathing directly applied or 3-10-15 oc purlins, LUFABER- UPCHORD 2x4 SPF SVo.2 except end verticals BOTCHORD 2x4 SPF No.2 BOTCHORD Rigid calling directly applied or 10-0-0 oc bracing _.l BS 2x4 SPF No,2 __ _ �aSlTek recommends that Stabtlrzers and requited cross bracing I be installed during truss erection in accordance with Stabilizer )Cttd2t00 Sud ._. --------------- REACTIONS. (Ib/size) 7=467/4-5.8, 4-91/Mechanical, 5=581Mechanica# REACTIONS. Max Flora 7=214(LC 7) Max Uplift7=-46(LC 7), 4=-185(LC 7) Max Gray 7=467(LC 1), 4 =61(LC 1), 5=115(LG 7) FORCES. (lb) -max, Comp./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-7=_454153 BS 4-5--324161 NOTES- 1)Won: ASCE 7-0 ; 105mph; TCDL=10,8psf; BCDLp4.2psf; h-1511; 8=45ft`, L=24ft; eave=411; Cat. it; Exp C; enclosed; MWFRS (al heights), cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL -1.64 plate grip DOL -1.64 2) Plates checked for a plus or minus 5 degree rotation about its center. live toad nonconcurrent with any other live loads. 3) This truss has been designed for a 10,4 psf bottom chord 4) Refer to girder(s) for truss to truss connections. of truss to bearing plate ca psbbe of withstanding t 04 Ib uplift at) afnt(sj 7 except (jt -lb) 5) Provide mechanical connection (by others) 4=185. 6) ""Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. shall not exceed 0.5001n. �,NND 0 U(s 7) Gap between inside of top chard bearing and first diagonal or vertical web ossa** * #* as* ) (at ? r e 766 ° anuary 7,2016 err WARNING . inardy design powentafs aced READ NOTES ON THIS AND INCLUDED M TEK REFERANCE PAGE W7473 fay.. uters 2P?S BEFORE USE. Deeper valid for use e nb with MfEe#* cannecIom This design is based onNN upon pal arneten shay ar< and is loran individual buitd`ing s Hent. not (, a truss system., Berare use, the buitdtng designee must verify the applicabi,C"y of design pamorn ors and properly incormirate this design into the reorroli building design, gracing IndIccated is to prevent duckling of individual truss web andlor chord merribers only. Addittenat temporary and permarvenr bracing is oh ays moored icor slobAty, and to p'event co€@ome Wth possible pe+sonat ininay, and property damage. For generd guidance parronfing the 7717 Csrsazeback lane fabricolion, steerage, rpenreay,: erection and bracerrg of trusses and truss systems. see ANSUTFU Quality Csffsds a D$6-89 and SCSI bu8ding Component souse 109 his GA 9 Safety infor n lion ovaiscste river, Truss Plate institute. 218 N. Lee Street Suite 342, Alexuredna. VA 22314 NM NOTES- ad; MW'FRS (all heights); cantilever left and right exposed:end vertical reft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center 3) This truss has been designed for a %0 pat bottom chord live load nonconcurrent with any other live leads. 4) Refer to ifirderhu for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding too to uplift at joinds) 4, 2, 6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500b, WARNtNG . Verify iet n rz para efara and READ Notes ow, fits AND tNCt uoEo hntEK oeFERANGE FAKE &vi 7473 re, 101034O15 BEFORE USE, or sign valid for use only etih Mffekgo connectors. This deskiin is based on}y upon psrea ecles shown. and is for can crachvidual building comporsent, nor o traass system Were vse. the braiding designer nivu verrN file oppOccan ty of design parornefers and palemoty incorporate #his deOgn into the averOH building deogn. 8n s6ng indicated is Yes for vent buckling of individual mass vee b ondlor chard members only Addiiionai len"tpotor{ maid pe xinent tm'cacini7 iTe is omoys required for atcsbHity and to prevent co5apse v ith possible penonof infuty and property, damage. For general guidance regarding the:. 7777 Greenback Cane fabrication. stowage, delivery, inection and bracing of trusses and truss systems, see ANS11tPII Gammy c bkda, OS8.81 and BCst 8vladtna Component Swte 109 Safety Information available from taws Plate tnstitnefe. 218 N. tee Street, SAte Ot2, Alexonano, VA 22314. r4suF 4 @,igltka,g#5... LOADING (psf) SPACING- 2.0.0 CSI. DEFL, in (fact lldef& LID PLATES GRIP 240 MT20 1971144 TCLL 30.0 Plate Grip DOL 1.15 TC 0,05 Verl(LL) .O.00 4 >999 i G.f�L 18 0 Lumber DOL 1.15 BC 0,02 Vert TL -0.00 ( } 4 >999 180 BCLL Cr 0 Rep Stress Incr YES VVB 0.02 � Horz(TL) 000 2 ma nta Weight 8 Ib FT -O% BCOL 7,0 Code IRC2009fTPI2007 (Matrix M) LUMBER- BRACING - Structural wood sheathing directly applied or 1-7-15 oc purlins, except TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD end verttcats Rigid calling directly applied or 10-0-0 oo bracing WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS, fiblsize) 3=11/Mecchanical, 4=82/Mechanical, 2=721Mechari oal Max Harz 4=80(LC 7) Max Uplift4 --3(LC 5), 2=-82(LC 7) Max Grav 3=26(LC 2), 4-#2(t. 1), 2=72(LC 1) FORCES. (to) -Max, Comp,/Max, Ten. -All forces 250 (lb) or less except when shown. NOTES- ad; MW'FRS (all heights); cantilever left and right exposed:end vertical reft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center 3) This truss has been designed for a %0 pat bottom chord live load nonconcurrent with any other live leads. 4) Refer to ifirderhu for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding too to uplift at joinds) 4, 2, 6) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500b, WARNtNG . Verify iet n rz para efara and READ Notes ow, fits AND tNCt uoEo hntEK oeFERANGE FAKE &vi 7473 re, 101034O15 BEFORE USE, or sign valid for use only etih Mffekgo connectors. This deskiin is based on}y upon psrea ecles shown. and is for can crachvidual building comporsent, nor o traass system Were vse. the braiding designer nivu verrN file oppOccan ty of design parornefers and palemoty incorporate #his deOgn into the averOH building deogn. 8n s6ng indicated is Yes for vent buckling of individual mass vee b ondlor chard members only Addiiionai len"tpotor{ maid pe xinent tm'cacini7 iTe is omoys required for atcsbHity and to prevent co5apse v ith possible penonof infuty and property, damage. For general guidance regarding the:. 7777 Greenback Cane fabrication. stowage, delivery, inection and bracing of trusses and truss systems, see ANS11tPII Gammy c bkda, OS8.81 and BCst 8vladtna Component Swte 109 Safety Information available from taws Plate tnstitnefe. 218 N. tee Street, SAte Ot2, Alexonano, VA 22314. r4suF 4 @,igltka,g#5... 3 r -1s 3-7-15 LOADING (psi) � SPACING- 2-0.0 � � CS1, DEFL. in (too) tfdefd Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 vert(LL) -0.01 4-5 -999 240 MT20 1974144 TCDL 18.0 Lumber DOL 1.15 BC 0.10 vertjL) -0,02 4-5 >999 180 BOLL 00 Rep Stress Incr YES WB 0,06 Norz(TL) 0101 3 rima nla I SCDL TO Code IRC2009rrPi2007 (Matnx M)i Weight„ 15 lb FT = 0% _. . _ LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7.15 oc purt ns, except BOT CHORD 2x4 SPF No.2n end verticals WEBS 2x4 SPF No.2 BOTCHORD Rigid ceiling re ofnimetly nds thaned or Stab I aers0on andbracing, og _ ...,,_,._.R If MuT required cross bracing € be installed during truss erection, in accordance with Stabilizer - ----- ------- REACTIONS, _REACTIONS, (IbGsize) 5-190/Mechanical, 3=166/Mechanical, 4=24/Mechanical Max Harz 5=127(L. 7) Max Uplift 3=-97(LC 7) Max Grav 5=190(LC 1), 3=166(LC 1), 4=59(LC 2) FORCES, (lb) -Max, Comp,/Max. Ten. • Ali farces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BCDL=4.2psf; h=15ft; B-45ft; L-24ft; eave-oft; Cat. ll; Exp C: enclosed; MWFRS (ail heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL.1.60 2) Plates checked for a plus or micas 5 degree rotation about its center.. 3) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other dive loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 its uplift at joint(s) 3. 6) „Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING • essay design panmrsom And READ NOTES ON this AND INCLUDED OTEK REFERANCE PAGE 1,10,7473 mv, rif#0S12015 SEFORE USE, D�:rignn vases for use arty Mh mite c€xnnec fors This design is bused onN upon parameters streawm„ ural is Par can cndiv}dval buPtd"mg,romponenf. not a tnrss system,. Before use. the building designer musf aoify the opt>Scabi ty cat dz.viin pa,wsefers and Properly inc this design enka the averaN tt ^e. buRding design. Brocing P jd jcfs ni B to prevent av kkng of individuct truss web and/or chord +nembers only. Add€i6onest temfsoiay and pernionent ivcnr6np S it' r is owns requaed for siab iiy and to prevent cern#apse with remint e, personal infury and Property' dotrage.. for genera guidance regarding the 7777 GreenAmcta lane fssVcof"xzn, storage, delivery. erection and brocing of trusses and truss systems, see ANSI/1141 Quality Cdferia, OS5•DY and SCSI BuNding Campnnenl suite 109 Safety Information oweailable frons, cruse Noes instttule. 218 N Lee Street Suite 312, Alexandria, VA 22318. �e p 6.0.0 2x4 11 3 5 4 2x4 it 4x4 -:: State = 1:30.6 fi60 ._ A„� .._ . ° .. .. . _ . _. ,. ...: w .e _.. _ . _N _ (psf) SPACING- 2 0-0 DSP. DEFL in (too) ildefl Ud N------------_�. _.t LOADING2-0-0 240 PLATES GRIP MT20 1971944 TOLL 30.0 Plate Grip DOL. 1.16 TC O66 Vert(LL) 407 4-5 >997 TCDL 19,0 Lumber DOL Ila BC (iii Vert(TL) 014 45 >486 180 BCL/ 0,0 Rep Stress Incr YES WE 0.10 Horz(TL) -0.00 4 nla ria Weight 31 lb F i 0°k BCDI 7.0 code 1RC2009JTPi2007 (Matrix M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0.0 oc purlins, except SOT CHORD 2x4 SPF No.2 end ver#icals. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 100.0 or bracing f MFTek recommends that Stabillzers and required cross bracing be installed during truss erection in accordance e th Stabilizer 9ttsfftlfa#tgalusdb _ . _ . .. _ ,._,,._ _ REACTIONS. (iblsize) 5=566/0-3-8, 4=270/Mechanical Max Harz 5=337(L 7) Max Upllft5=-51(LC 7), 4=-162(LC 7) FORCES. (Its) - Max Cornp, Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -5=-525176 BOT CHORD 4-5=-3131158 6S 2.4=-9551314 NOTES - t) Unbalanced roof live loads have been considered for this design. 2) `Hind: ASCE 7-05; 105ntph; TCDL=10.8psf; BCDL=4.2pst; h=15ft, 8=45ft; L=24ft; eave=oft, Cat. ll, Exp C; partially; MWFRS (all heights): cantilever left and right exposed a end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 3) Plates checked for a plus or minus 5 degree rotation about its Center. 4) This truss has been designed for a 117.0 psf bottom chord five load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 to uplift at golrit{s) 5 except (jt=fb) 4=162. 7) "Semi-rigid pitchbreaks with fixed heels” Member end fixity model was used in the analysis and design of this truss. ° A 4, * Ad Jarsi•-Mary 7,2016 WAPANG - Verify d*sen pxrsnuaars and READ NOTES AN VWS AND INCLUDED MJTEK REFERANCE FADE W-7473 r*v. 1WO3,2013 BEFORE USE. is €oe are indc vddvor buRdkag component, not DeMgn voRd for use only with refTerseconnectors, This design 4 based ont4v upon pain eters shovm, and Before the building designer most verify the oppiicatsakty of design parameters and praperty incorporate this design into the overall a truss system. use, burin ing design. 8rracing inctk:oted is to prevent buckergy of individuraitruss web and/or chord members only, Additional tempora", and permanent broa.df ig MiTek' is on rays required for stabktty and to prevent caropse Win possible personal injury and property damage, For General guidance regarding the 7777 Gu aartsck Lane fabrication, storage, delivery, ere0nm and bracing of trusses and truss systems, sere ANSt1TPtt Quality Criteria, D$4-84 and 8CS11 Buibding Component SLAW 109 Safety information avoibbis &ram Truss Pune in0iVa. 218 N. Cee Street, Suite 362, Aiexondria, VA 22314. EM LOADING lost) SPACING- 2-0.0 TOLL 3Q.0 Plate Grip DOL 1.75 TCDL 19.0 Lumber DOL 9.15 SCLL, 0.0 Rep Stress Incr YES SCOL 7.0 Code iRC2009riPI2007 LUMBER - TOP CHORD 2X4 SPE No.2 SOT CHORD 2x4 SPF No.2 WESS 2x4 SPF No,2 REACTIONS. (lb/size) 4=300IMechanical, 3=300110echan+cal Max Harz 4=231(LC 4) Max Uplift 4=-9(LC 7), 3=- (LC 4) 2x4 11 2 2xa ss 40 CSL� APFL. in (loc) Weft Ud PLATES GRIP TC 0.81 Vert(LL) -005 3-4 >999 240 MT20 1971144 SC 0.27 Vert(TL) -011 3-4 >600 980 WB 0.06 Horz(TL) -0.00 3 nda the (Matrix-M)Weight 27 lb FT = 0% BRACING. TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end vertica9s. SOT CHORD Rigid ceiling directly applied or 10-0-0 or. bracing MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance watt Stabilizer { C..S1i83aita(tonl d ____ ,....._... ., .... _,__,. ... _ m_._. _-_...l FORCES. (to) Max. Cornp.dax. Ten. - All forces 250 (tb) or less except when shown. TOP CHORD 1-4--262132, 2-3=-262185 s heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate girp DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 pal bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 3, 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, &WARNING • Verd#y daaign par ar tsra and READ NOTES ON ThrS AND taimuDED mfet t REFERANCE PAGE 601-7471MV, IVMVZO15 BEFORE USE.. Derign veaild fos ksse only Wirt Welds connectors, this design is based onto upon SsaMMeten st+awn, and is tax on Vidividuor bvNdtng component, not t((((t a truss system. serene use, tree building designer rnusf verity the applicab"ity of design por meran and rrmpep incorporate this design into the overall 2 chlidirig design, Bracing indicated is to prevent buckling of individual truss wea tandjor chord members only, Additional temporary and permanent bracsng V ( T is obesys required for sksbiiety and to prevent colopse with possible personof ,inksy and property domage, For general gudionce regarding the 7777 Greenback Lane tabrication, strudge, delivery, erection and bracing ut trusses aced truss systems. sere ANSVIlin Quality Crtfenst, OSS -89 one RCSB 8uilditrg Component seats 109 Sot ly lo#ormotioo available from truss Prate tns4ilute 2313 N Lee Skeet, Suite 312, Alexandria, VA 22314. Cikrpa e4ab. $.* _ . t f 2.O..0 1.11.8 2.0.0 2-€3-8 LOADING DEFL._.._„ in € TCLL 30D Plate Grip DOL 1,15 TCDL 18,0 1 Lumber DOL 1,15 BCLL 0,0 Rep Stress four YES BCDL 70 Code IRC2009rrPI2007 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2xA SPF No,2 REACTIONS, (lb/size) 8-559/0-5-8, 5=275110echanicat Max Harz 8=264(LC 7) Ajax Lfptift8=-5(LC 7), 5=-93(LC 7) 8 4X4 2x4 SP I-_ i 11 8_,.... l. __._.-1`11& ------ 1.51..8 2-0.0 CSI::,: DEFL._.._„ in (lac) Vdefi Ltd PLATES GRIP TC 0.50 Vert(LL) 0,04 3-6 >999 240 MT20 1971144 BC 0.24 Vert(TQ -0,07 3.6 >918 180 WE 0.05 Horz(TL) O.02 5 nda rola Weight 9 111 FT 0% (Matrix M) m _ BRACtfJD- TOP CHORD Structural wood sheathing directly applied or 6-0.0 sec puffins, except end vertica#s. BOT CHORD Rigid calling directly applied or 10-0-0 as bracing AhlTek recommends that Stabilizers and required cross bracing be installed during truss erection in accordance with Stabilizer FORCES. (to) - Max. Comp./Max, Ten, . Ali forces 250 (to) or less except when shown. TOP CHORD 2-8--532/53 NOTES- 1) considered rightheights); cantilever left and , 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 10O psf bottom chord live load nonconcruffent with any other live loads, 5) Refer to girder(s) ter truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, R WARNfNG • varey design pararrnuffs arsci READ mores d}N rats AND 9NCtUDED AWTEK REFERANCE PAGE S#1`7475 ray. !619112015 BEFORE USE. Design valid Cot use Canty ,vilh MiTek40 contractors, This design is based onli upon Fraroseal0ts Shown, and is Car' an individual holding COMPOrMAL not im a !rues system. lie€ore arse, the b,tifd rig designer must verify' the Apia bold ty� of design caromN are grad prnper4y kacarporale /has design Into the avera#i t building design. Bracing indicota:d is to Prevent buckling of individual frays web and/or chord are orliy. Additional temporary end . Herr€ bracing is coveys required for sfestixty and to prevent catkspse with possible personal iniury and prapedy dansorle- For general guidance regarding the 7777 Greenback lane fosxjcruS on, storage, delivery, e+action and bracing of trusses and dross systems, see ANSI Pit Quality Criteria. DSO.89 and SCSI 6uildinp Co panasnt suite 109 Safety hussarriken avo b#m Mem Truss P€a€e tnstifule, 2 iff N Lee Street, Soite Bol. AiexaracikT VIA 2231. ba „ ,__,-__,_..._ - ----- ------ 2-0-0 141_8 2-0-0 2-0-8 2x4 It 4 LOADING (pso SPACING- 2-0-0 TCLL 30Z Plate Grip DOL 115 TCDL 18.0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr YES BCDL 7,0 Code IRC2009fTPI2007 Rigid ceiling directly applied or 10-0-0 so bracing, a 4X4 _ I - 2X4 H I EGDOWN NOT DESIGNED FOR ANY ADDITIONAL LATERAL LOADS OTHER THAN THE WIND LOAD APPLIED TO THE TRUSS AS SHOWN, 9r ate = 1:3(18 REACTIONS. (lb/size) 8=559/0-5.9, 9=275/Mechanical Max Herz 8=264(LC 7) Max Uplift8=-35(LC 7),9-93(LO 7) FORCE& (lb) -Max, Comp IMax, Ten, -All forces 250 (to) or less except when shown. TOP CHORD 2-8-532/53 WEBS 5-9=-275/93 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 105mph, TCDL=10.8psf� BCDL=4.2psf; h=15ftj B=45ft; L=24ft; eave=4ft; Cat, it; Exp C; enckrsed, MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DQL=1,60 plate grip DOL=1,60 3) Plates checked for a plus or mines 5 degree rotation about its center, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 8, 9. 7) "Semi-rigid pitchisreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. January 7,2016 ,&WARNING - verity design parameter. andREALS NOTES omnwS AND INCLUDED OTEX REFERANCEPAOEMN-747grev. 10103a0lis BEFORE USE Desqn votto for use only with MiTeldif, connected. This de sign h based onj pan parameters shovm, and is far an individud by4dise; Component not Nil' V, incorsdactle The devitn into ffie overall 0 5 system, Before use. the building designer must veiffy, the assefcob0s, of design polarnerers and prudent, buirrijar; design. Bracing Indic aced is to prevent buck -ting of froPyoual firvss web and/or chord members a*, Addifionot fernporary and pesmonent brocing MiTek' n oNvoys required lot stobffity and to prevent cog ape with possible personot injury and rinspeay damage, Ter general guldonce regarding the 7777 Greenback Lane fabficofiom denote, delivery, easclion and bracing of twnes and truss, systems, see ANSI/lifil QuoMy Criteria, OSO-89 and 4ESI InAlding COftros"Ofrt Suite 109 Safety Interadatross avalsobte from Truss plate tnsfitule, 218 N Lee Street, Suite 312, Alexandria, VA 22314, DEFL. in (too) Vdefl Ltd PLATES GRIP Vert(LL) 0,04 3-6 >999 140 MT20 197/144 Vert `TQ -0,07 3-6 >914 180 Horz(TL) 0,03 9 too old Weight: 31111, FT = 0% --- — ------- BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 be purlins, except end verficals. BOT CHORD Rigid ceiling directly applied or 10-0-0 so bracing, and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 105mph, TCDL=10.8psf� BCDL=4.2psf; h=15ftj B=45ft; L=24ft; eave=4ft; Cat, it; Exp C; enckrsed, MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DQL=1,60 plate grip DOL=1,60 3) Plates checked for a plus or mines 5 degree rotation about its center, 4) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 8, 9. 7) "Semi-rigid pitchisreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. January 7,2016 ,&WARNING - verity design parameter. andREALS NOTES omnwS AND INCLUDED OTEX REFERANCEPAOEMN-747grev. 10103a0lis BEFORE USE Desqn votto for use only with MiTeldif, connected. This de sign h based onj pan parameters shovm, and is far an individud by4dise; Component not Nil' V, incorsdactle The devitn into ffie overall 0 5 system, Before use. the building designer must veiffy, the assefcob0s, of design polarnerers and prudent, buirrijar; design. Bracing Indic aced is to prevent buck -ting of froPyoual firvss web and/or chord members a*, Addifionot fernporary and pesmonent brocing MiTek' n oNvoys required lot stobffity and to prevent cog ape with possible personot injury and rinspeay damage, Ter general guldonce regarding the 7777 Greenback Lane fabficofiom denote, delivery, easclion and bracing of twnes and truss, systems, see ANSI/lifil QuoMy Criteria, OSO-89 and 4ESI InAlding COftros"Ofrt Suite 109 Safety Interadatross avalsobte from Truss plate tnsfitule, 218 N Lee Street, Suite 312, Alexandria, VA 22314, 2.4-15 4.2.3 4.2,3 04 3 e,- 2x4 11 .__...... __.. __ ....... 423 4x,3 L LADING (psi) � SPACING- 2-0-0 Gal. � DEFL, to (loo) Well Ltd 240 PLATES GRIP MT20 1977144 TOLL 30.0 Plate Grip DOL 1.15 TC 0,26 Vert(LL) -0.01 5.6 >999 TCDL 18.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0,03 5-6 >999 150 OCLL 0.0 Rep Stress tncr NO WB 0,15 Horz(TL) -0 ,00 5 ata We � Weight 50 tb FT 0% BCDL 7C Code IRC2009tTP12007( Matox M) LUMBER- BRACING- TOPCHORD 2x6 SPF 210OF 1 8E TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2.x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1O 0.0 oc bracing, MlTek recommends Haat Stabilizers Viand required cross bracang be installed during truss erection, In accordance with Stabil zer REACTIONS. (lalsize) 7.662/0-4-9, 5=580iMechanical Max Harz 7=276(L 4) Max Uplift ?=_150(LC 7), 5=-211(LC 4) FORCES. (to) -Max. Comp.lMax. Tenn. -All forces 250 (to) or less except when shown. TOP CHORD 2-7=-6587151, 2-3=-402/53,4-5=-3221143 BOT CHORE; 6-7=-257/116, 5-6=-1441303 BS 2.6=01311, 3-5=-3701161 NOTES. 1) Wind: ASCE 7.05; 105m^ TCDL=10,8pst; BCDL-4.2psf, h=lift; 6=45fi; L=24ft; eave=oft; Cat. ll; Exp C, partially; MWFRS (ail heights); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL -1,60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 pat actions chord live load nonconcurrent with any other live toads. 4) Refer to girder(s) for truss to truss connections.. bearing of withstanding 100 to uplift at joint(s) except ((t=ib) 7=150, 5) Provide mechanical connection (by others) of truss to plate capable 5-211. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), D LI � LOAD CASE(S) Standard, 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 ,�, *«•`°* � �� tS'n ,* •.} Uniform Loads (pit) Vert: 1-2-•961 Trapezoidal Loads (pit) aiJ Vert 2=-4(F=46, B -46) -to -4--204(F --54, B=.54), 7=0(F=7, B=7)4o_5.=..30(F=_8, B=-8) a m ONAL January 7,2016 WARNING- verily dre d ro perameterm and READ Nom`s ON THfS AND BNCt.WEAbkTEK REFERANCE PgA6E WP 7473 rev, lagsl sillf BEFORE USE, Design valid €ar use only, velth Weelis connectors, This e3exig+a , based oniv upon pc€ra5 o or, she n. and Is for an indtvidvai building,co loin eat. not a truss system_ Before are, Ehe building designer rnrat verify the appricab 4y o! o#esign pearame8ers and properly incorporate this deogn anter the averati kaa isfing deesiger. Branson indicated e to prevent b? ackfing of firsdidduai truss web and/or chord mernbeers onty Additional 0effsporrity and pearranent bracing is.. se voys requked for stobcsils, and to prevent cnUaapse vAth p ossibie personal injury and property damage. For general guidance regarding she T177 Greenback Lane fabricoruor, storage, delivery, erection and brocing of trusses and Ovss systems. see ANSI/Ittt cuxaf y Critm ma M-84 and SCSI Betldtng Component Sufte 109 Sotrty ristoneatioa avrofenve, ham Truss P ole tnurfufe, 218 N. lee Sheet Suite 312. AtexQr eho, vA 22344, C4ruiF FFmd,4rd&, drA .�,a°„ Scale - IMA 2x4 BI 4*8 =' Plate t}rfsets (X Y), . (8 0 5,8 tt 2 4j L AC?tN (par) SPACING- 2-0.0 CSi. DEFL. in (loc) Well Lid 0.24 Vert(LL) -0.01 7- >999 240 PLATES GRIP MT20 1971144 TOLL 3E7.0 Plate Grip SOL 1,15 TC TCDL 18.0 Lumber SOL 1,15 BC 0.15 Vert(TL) -0,01 X-8 >999 180 SCL.L 0,0 Rep Stress [nor NO WB 0,11 Horz(TL.) 0,01 6 me nfa Weight 50 to FT = Oak BDL TO Code IRC20091TPI007 (Metrix M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 Be purlins, except TOP CHORD 2x6 SPF 2100E 1.8E SOT CHORD 2x4 SPF No,2 end verticals, BOT CHORD Rigid ceding directly applied or 10"0.0 as bracing VVEBS 2x4 SPF No.2 h9iTek recommends ihat Stabifters and required cross bracing ¢¢ be installed during truss erection, in accordance with Stabilizer REACTIONS. (ibrsize) 9=66210-7-6, 6=580#Mechanical Max Fiore 9=243(LC 4) Max Uplift9=-113(lC 7), 6=-109(LC 4) FORCES. (Ib) -Max. Comp /Max, Ten, -All farces 250 (to) or less except when shown. TOP CHORD 2-9=-658/115,2-3=-287/0. 3-4=-483111 BOT CHORD 6-7-1091407 VVEBS 3-7=_457256, 4-6-5421105 NOTES. 1) Wind: ASCE 7-05, 105mph; TCDL=10.8psf; BCDL=4.2psf; h=15ft; B=45ft; L=24ft; cave=oft; Cat. It; Exp C; enclosed; MWFRS (all heights); cantilever leis and right exposed ; end vertical left and right exposed; Lumber DOL.=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live Load nonconcurrent with any other live toads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ((t=lb) 9=113, 6=709, 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. as front (F) or back (S). 0L��'� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted LOAD CASE(S) Standard Lumber increase=1,15, Plate increase=1.15 1) Dead + Roof Live (balanced): Uniform Loads (pit) a Vert, 1-2=.-96 66 0M s ' Trapezoidal Loads (pit) 2=-4(F=46, 5=46) -to -5=-204(F=-54, 6=-54), 9=0(F=7, 8=7)"to-8=_9(F=2, B=2), 8=-9(F=2, 8=2) -to -7=-20(F=-3, S=-3), : NVert: 7=.20(F=-3, B=-3)-to•6=-30(F=-8. B'-_8? : 4 0 A\L January 7,2016 WAWNO - Vardar easign parametan and READ NOTES ON TWS AND 7NCLUDED"rEPf REEFERANCE PAGE AW4473 ray. t"Snaf 5 BEFORE USE. Design valid for use only with MN`6ak0 connectors. This design k basad on upon porn efen shown. orad is Sax on Individuoi building component, not IS a lives system. itetcue use. the braSk it g ctes6gne:r roust verily thA aPpGcab}Sty +at design porameices and pro eriY inccvPorats tads design into the overall �'�* (� brAding design Bracing insecated is to Prevent buckling of Ind€viduot thuss web and/or chordmerrriaen on§y, Add fionai teroperory sand pen rioneni taraciet � I R., is always requked for xta nlity end to prevent colisase with possible personal kr unr and property damage. For general guidance regarding the 7777 Greentwck Lane toWcr t on storage, deirvewy, erectlon and bracing of trusses and truss systems, see ANSUT N1 overfly Ct#artn. DS# -84 and #CSt #u#dmg Component ## suite 149 Safety information avattoble ffons truss Plate insfitutc, 218 N. Lae Street, Suits 3t2, Alexandria, VA 21334. r___. ....... -1 _ 8.2_11 8.2.42 Scale = 1:35.1 414 10 9 0 3x4 :--: 2.4 $i 2x4 I€ 20 #( slits LOADING (psf) SPACING. 2.0-0 GSL DEFL. in (loc) Well Lid PLATES GRIP MT20 1971144 TOLL30.0 Plate Grip DOL 115 TC 0.24 Vert(LL) 0.00 6 ntr 120 TCDL 18.0 Lumber DOL 115 EC 0 08 Vert(TL) 0.00 7 nlr 120 SCLL 0,0 Rep Stress finer YES VV8 0.12 Horz(TL) 0,00 15 nla nta Weight: 50 Its FT = 0% 6Ct3t TO Code IRC2009fTPI2007 (Matrix -M) L#JPA<3E32- BRACING - TOP CHORD 2x4 SPF No.2 TOPCHORD Structural wood sheathing directly applied or 6-0.0 oc putting. BOTCHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing t>TtiERS 2x4 SPF Na.2MtTek recorrlends that Stabilizers and required cross bracing. be installed dunng truss erection in accordance with Stabilizer first fat , .._ REACTIONS. All bearings 14-11-9. (lb) - Max Harz 2=-156(LC 5) Max Uplift All uplift 100 to or less at joint(s) 2, 6 except 10=-109(LC 7), 8=-109(LC 7) Max Grav All reactions 250 to or less at joints) 2, 6, 2, 6 except 9=329(LC 1), 10=464(LC 11), 8=464(LC 12) FORCES, (iia) - Max. Comp,/Max. Ten. • Ali forces 250 (Ib) or less except when shown. SS 4-9=-27710,3-10=-3991136, 5-8--3991136 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) W nd: ASCE 7-05, 105mph, TCDL=10.8psf, BCDL=4.2psf; h=15ft, 8-45ft; L=24ft; eave=oft; Cat. dl; Exp C; enclosed; MWFRS (all heights), cantilever deft and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSIITPI 1, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) Gable requires continuous bottom chord bearing, 6) Gable studs spaced at 4-0-0 oc, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 6, 2, 6 except (pt=1b) 10=109,8-109. 9) '"Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysts and design of this truss. building 10) See Standard industry Piggyback Truss Connection detail for Connection to base truss as applicable, or consult qualified � ***.•*•e*** designer. Ca,•* 7i• "s a 6766 ; * a* January 7,2016 WARNING - lenity design parameters and READ NOTES ON THIS AND INCLUDED AeiTEK REFERANCE PARE M41,7473 rev. 1"312015 BEFORE USE,. Design vratid for use only Wth ruitents connectors. This design is based onN upon incromeiets shown, and is for on indivicivot ku itrifng cepint. not a truss system. active use the. bui#ding designer must verify the oprAcad ty of design porarnelers and properd inconx sate W5 design info the overdl buIding design. arocing indirotea is to prevent dunking of individuts truss web andlcu chard members only. Acic#£foncrf removers, and permanent beactnG Wel is always rearmed rut snelify and to preteen! carouse Win possrbte personal inscN asst proseeny damage. Fos geneval guidance* regarding the 7777 Greenback Lane £abricolion. 0exage. de Nery.. etc canct bracing of trusses aced truss systerms, see ANS&TTP#T Givak#Y Crkesra, DSS•57 and SCSI SuHding Component Suite 149 :. __. SateT}r #nfa�rma3don awoilabte&rane 7russPfcxtelns£ldu4e, 218 N. lee Slrets15uiits 312. Atmxandr§a, YA 22354. .}_. .- .. ' p eras Hee CA ab ---------- 5-4,0 —_---_ 5.4.0 2x13 6i 4xis Plata Offs: , . , -_._--:,_-_ .__.1._�.__ me -- � I LOADING (psf) SPACING- 2-0-0 sI. DEFL. in (fool Udell Lid TC 0.57 Vert(I.L) -0,01 5 >999 2.40 PLATES GRIP MT20 1971144 TCLL 30.0 Plate Grip DOL 1.15 TCDD 19.0 Lumber DOL 1.15 SO 0.08 Vert(TL) -0,02 5-6 >999 160 � SCLL 0.0 Rep Stress Iner NO WB 0,08 Horz(TL) 0.00 4 ora ora Weight 52 Ib FT 0 BCDt 7,0 Code IRC2009fTP12007 (Matrix«M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7.1 oc purlins, except BOT CHORD 2x6 SPF 2100F 7,8E end verticals- BLIT CHORD Rigid ceiling directly applied or 10-0-0 etc bracing BS 2x4 SPF No.2 _ Mirek recomanetgds that Stabilizers and required moss bracing .__. _.. Ire installed dur4r q #cuss erection, in accordance with Iffst __ REACTIONS, (lb/size) 6=77310-5-8,4=773/0-5-8 Max Horz 6=-146(LC 5) Max Upllft6=-60(L C 7), 4=-60(LC 7) FORCES, (Ib) - Max. Comp./Max, Ten. - Ail forces 250 (lb) or less except When shown, TOP CHORD 1-2«7501103, 2-3=-750/103,1-6=-645170, 3-4-645/70 WEBS 9.5=01326.3-5=01326 NOTES - 1) Unbalanced roof live loads have been considered for this design. TCDL=10.8psf; BCDL=4,2psf h=15ft, 8=45ft; L=24ft; eave=oft; Cat, Il; Exp C; enclosed; MWFRS (all 2) Mond: ASCE 7-05; 105mph1 heights); cantilever telt and right exposed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) This truss has been designed for a 70.0 psf bottom chord live load nonconeurrent with any other live loads 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at pent(s) 6, 4, 6) Girder carries tie-in span(s): 3.10-8 from 0-0-0 to 10.8.0 7) "Serol -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD !^ ASE(S) section, loads applied to the face of the treks are noted as front (F) or back (8). p ND 0 L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase= 1. 15 °�* •� �a (i� �� Uniform Goads (plo � Vera. 1-2=_96, 2-3=-96„ 4.6=.53(Fw_39) 67660' 1V: 4. •" ONA- January 7,201 WARagate . Yatly d*sign gsaramefars and READ NOTES ON TasS AND tNCtyLUOEO NTEK REPERANCE PAGE wbl4z3 ray. le"A 0f i BEFORE USE, Resign valid for use ores, Wth W,"coranec:tars, the design is based oft upon parameters shown. and is for an rrofividual building component, not E o truss system. 0e€cue use, the bu tdingg designer roust verity the opprscabi ty of design parameters and p rperiy incorWarfd this design into rhe overall 3 M! i . building design. iiioc ng ind� c:rate*d 4 to prevent buckling of eirievidudi truss web and/oar chord members onty. Addilio or temporary end perrnonent beocing is ofwoys required for siabirty and to prevent r oitopse with possibk,, personal infors and crop" unsound.. Fa€ gen. ost guidance regarding the 7777 Grinerbink Lana fabrication, sternage, delivery, erection and bracing of trusses and tesass syslerns, see ANSbu tt Quouty Calorie,. DS5-89 and 8CSi BuAdingi Component sude 109 Safety information ovoiobe €yarn Truss frkrte tosfitvfe. NIS N. Lee Skeet, Suite 312, Aiexondita, VA 22314. �.. ��p�s g1es�N,g p� g� Z00 2.0-0 5-4,0 6-4-0 M� RM73MEEM 22 21 20 19 18 17 1s is 14 3,4 --:: 3X4 -" LOADING lost) SPACING- 2-0-0 TCLL X0 Plate Grip DOL 1,15 TCDL 160 Lumber DOL 1,15 BCLL 0,0 Rep Stress liscr YES BCDL 7,0 Code tRC2009rTP12007 ne Cst. DEFL. in (too) Well List TC 044 Vert(LL) -0,05 13 Fitt 120 BC 0.03 Vert(TL) -0,09 13 alit 120 WB 0.05 1 Horz(TL) 0,00 14 ne n1a (Matnx) Weight: 61 lb FT - 0% LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 OC purlins, except TOPCHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 end verticals. BOTCHORD Rigid ceiling directly applied or 6-G-0 oc bracing, WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 -MiTek recommends that Stabilizers and required cross bracing roI be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 10-8-0. (to) - Max Harz 22=174(1_C, 5) Max uplift All uplift 100 lb or less atjoird(s) 19, 20, 21, 17, 16, 15 except 22=-105(LC 7),14=-105(LC 7) Max Grav Ali reactions 250 to or less atjoint(s) 18, 19.20, 21.17. 16. 15 except 22-434(LC 11), 14=434(LC 12) FORCM (lb)- Max. Comp,/Max. Ten -All forces 250 (to) or less except when shown, TOPCHORD 2-22--429/114,12-14=-429/114 NOTES - 1) Unbalanced rooflive loads have been considered for this design, 2) Wind: ASCE 7-05� 105mph; TCDL-10,8psf BCDL-4.2psf-, h-15ft B-45ft; L-24ft� eave-21t; Cat, it; Essp C; enclosed, MWFRS (all heights); cantilever left and right exposed " end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1 60 3) 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 ANSVTPI 1, 4) All plates are 2x4i MT20 unless otherwise indicated, 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i,e diagonal 8) Gable studs spaced at 1-4-0 oc, 9) This truss has been designed for a 10.0 Pat bottom chord live toad nonconcuffent with any other live loads, rt 4.9'. 't "i lift at 'ol A& WARNitaG. Vroydesign parameters and READ NOTES ON THIS AND INCLUDEDARTEX REFERANCE PAGE W14473rov, IAVnOIS BEFORE USE, 'ed otrili� aramerets shown and is for an Individual buildin? ' no Design �rsiid far use smp �Wh Mitentl) connectOrS, this design is ad a '�psse Is �i�o� Tfl .0 Zo."a � ma ii 0 i'ria system Kelons rise, the building designer must verity the appitc 'd design parameters and property ricospnerste iffis de b'Ading design. Bracing indicared is to prinarnt ouckting of rndrirduor truss web and/or chord members auhr. Addifionol temporary and permanent procin9 isou,ssysiarsuress iorstatniltv and to prevent coitarde Mr, passibre personal snjury and property damage, For general guidonceregording the tabrkusl€srn, storage. delivery, erection and bracing of trusses and truss systems, see ANSgrP"Qtt* CeBetitt, DSB-B3 and SCSI Building Component Safety Information avrolobte from Truss Profe snsrjjuns, 218 N Lee Sinner, Suite 3Q. MexandArc VA January 7,2016 24.1-0 4-0-U 0-4-1 M is V . II SX6 = - 4*4 416 3XI0 -a see 4xii 4X4 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (too) !!dell Ud PLATES GRIP TC 0,58 Vert(LL) .0.12 11-13 >999 240 MT20 1971144 TCLL 30,0 t Plate Grip DOL 1,15 1 180 TCDL 18C Lumber DOL 115 BC 0,32 Ve(I(TL) -0,27 11-13 >999 BCLL 0,0 Rep Stress Inca NO bWB 0,45 i Horz(TL) 0,04 9 n1a n1a Weight: 122 to FT - 0% BCDL 70 Code IRC2009ITP12007 (Matrix M) -------------- -------- LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except TOP CHORD 2x4 SPF No,2 end verticals, and 2-0-0 Oc purlins (3-0-2 max,): 3-6PAITek BOT CHORD 2x6 SPF 2100E 1.8E HOT CHORD Rigid othling directly applied or 10-0-0 do bracing', VVESS 2x4 SPF No,2 flizers and required cross bracing recc at Stab, be installed during truss erection, in accordance with Stabilizer - ------ ---- REACTIONS. (Ibisize) 15-204610-5-8, 9=204610-5h8 Max Harz 15=161(LC 6) Max Uplift 15=-330(LC 7) , 9=-330(LC 7) FORCES, (lb) -Max, Come [Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2 -3 -2234/345,3 -16--30611482,4-16=-30611482,4-17--3061/482,17-18=-3061/482, 5 -18= -30611482,5 -19=-3074/484,6-19--30741484,6-7--2230/345,2-15-20441356, 7-9-20401355 HOT CHORD 13-14--143/1767,12-13-277/3074,11-12=-27713074, 10-11=-135M764 WEBS 3-13=-20511578, 4-13--282186, 5-11=-291/101, 6-19=.20911597, 2-14=-19611816, 7-10--19511811 NOTES - 1) Unbalanced roof live toads have been considered for this design, 2) Wind: ASCE 7-05; 105mph; TCDL=10.$psf", BCDL-4,2psf� h=15ft; 8=45t L=24ft; eave--4ft: Cat, 11: Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed: end vertical left and fight exposed" Lumber DOL=1,60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 psf bottom chord live toad nonconcurrent with any other live loads. n i 100 lb uIllift at osnAtsj except ghs1b) 15=330, 9=330, 7) Girder carries hip end with 4-0-0 end setback. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 9) GraphicM purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, 10) Hanger(s) or other connection devicels) shall be provided sufficient to support concentrated load(s) 184 to down and 51 to up at 20-0-0, and 184 to down and 51 in up at 4-0-0 on pattern chord, The designiselection of such connection dessice(s) is the responsibility of others. 11) In the LOAD CASE(S) section, toads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ------------------ AWARNING . verify design paremoten and READ NOTES ON THIS AND INCL WED OTEKREFERAMCERAGE W.7473rev. M0312ISEFORE USE, Design void roe use, only warty son" conrvectoM Thts design is Hosed onfv urom rictiometars (Aeo sh, and is for on endividuai bulling component noelil rs tresis system. Before use, IfietsoMingeteonsooffMi ve0fs9ieoprACcdsi tyofdes�gnpamtcr- sondptopeiy,ncpoate thf; design into the ovens bujuItnq 9 t For general gutdonce regarding the siesign, srocing indicoled a 10 prevenf buckling of Indivtdual truss %,eb onshor chord members only, Addi ktoot lemPora"r and Permanenf bf0dn �s aiwo;s osciused for siablin, orad to prevent CoRoPse Mr, PrOsebie perionot rnr" rand propefly domocie, ANSI/TPII Quality C00flu, 658-81 and SCSI fivading Component Safety information avoHoble from Truss Noes WntiVe, 218 N, Lee Street, Suife3Q. A*xandrio, VA 22384. January 7,2016 ID2t.gEMGr6niYBL,oRM5T7 PzbjEw-iGXa2Mai?vbgOSUUOUgNT F iO8u_V, LOAD CASE(S) Standard Uniform loads (plf) Vert: t-2=-96, 2-3=-9 , 3.6--48(F-48), 6-7--96, 7-8--96, 14-15--14, 1U -14--104{F=-90), 9-1[t=-14 Concentrated Loads (to) Vert: 14 =-183(F) 10 -183(F) WARNING , VorHydosampasamoltarand READ NOM ON IMS AND iNCCVAEt) WTE'K AEFERANCE PAGE A4i9 rev. 1""015 BEFORE USE, ; JesSgn va+na #ar trse c+nry s43Ph Ad3iek c+at�net;te7r6 This deszgra ix boxed ar�ly upon garome nen sharvn, and is far an indMduru nuitding component, not es 191, trans system Geicne use, the building designer must verity the aPPFcahtnty of design parorre.ters and paoperfy incovvero e ittS.c deswgn nratc trPae ow°erafE i bviijing deogn, reacing indicated is to prevent tivckring of sojividual truss web and/or chofd members only, Addctr3pnaf te<*rnparory and Permanent bracing i is runways reetuamd for sta@afiily and to prevent cottopse wtfh possibie personas rncy'y and property damage, For genera9 guidance regotdirng the i 7777 Greenback Lana fabri ation storage, deiveay, erection and bracng of tsysses and tress vrOrs , seta ANSi1TP13 6tuat€#y Criteria, DSG•89 and GCSE GuGdtng Component s suite 408 Sotety frtformof4on tsyckfai "e, Isom revs Note hiifi u#e, Tit ri. Lee Street, Sure 3Q. niexandib, dA 1.123)4. i CR+w tiee hi�,GA 9,r 2.0.0 6-0_e0 n-1>0 01a_e � w� F Yw Scare: 1r4' -V 5Xs = 12 11 au o 3X4 *( 4X4 «:".. 5X6 4X4 ;,::. 3X4 LUMBER- TOP U B R - TCP CHORD 2x4 SPF Ne.2 SOT CHORD 2x4 SPF No,2 VVEBS 2X4 SPF No,2 SPACING- 2-0-0 CSL Plate Grip DOL 1,15 TO O69 Lumber Rep es YESi WB 0,28 REACTIONS. (lb/size) 12-151010-5-8,8-1510/0-5-8 Max Harz 12-203(LC 6) -014 10-11 >999 180 Horz(TL) 0,03 8 his me Weight. 110 lb FT = 0% BRACING - directly applied oc purlins, except BOTCHORD Rigid ceiling directly applied 10-0-0 oc bracing crossMask recommends that Stabilizers and required be installed during truss erection, in accordance with Stabilizer FORCES.Comp,/Max, Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3-15621163,3-13=-1631/211, 4-13-16331210,4-14--1633/210,5-14=-1631/211, 5-6-15621163, 2-12-14711202, 6-8--14711202 BOTCHORD 11-12=-1601262,10-11-0/1167,9-10-0/1167 WEBS 3-10=-47/671, 4-10-6801111, 5-10-471671, 2-11=011049,6-9=011049 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 105mph: ft; Cat. ll� Exp C; enclosed; MWFRS (all heights); cantilever left Y right �" i exposed; Lumber r'. grip Dto 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or iabout 5) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads v t 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 8) Graphical purfin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, WARNINQ - Vedly dasdgrt js...tars and READ NOTES ON TMS AND 9NCLUAED WTEK REFERANCE PAGE 01.7479 rov, lestii'2015 BEFORE USE. Design vraiid tar, use tangy Mh Mil ek'S connechm This deign is based on upon posarnefis es shown, and {s tot on ind vi iu ai bviiding component, not o truss syOetn 'liruerre use, the bvfiding deognaer tarust verify ,he oppkcoU ty at dreign parameters and popedy svac xrrperr+ate this design snlo the overarr boikiN designfimdng indfcssfeea is to prevent buckkng of kndn`Aduat fuss web andior chord mernbers only, AddWorn si Eemp nsry and permanent DfOc.ing M aNvoys naius'Ltf for sR sbOity and to prevent coilopsee Wth possible pisootnd injury grad property d¢sm age. For genenti guidance regaining the rubric alk,>n, storage, dervery, erection and kuau.ng of Pnoses and #Hass systenns. see ANISI,?TPIt Qvonty CNterto, 656.59 and 6CSt 6utidFng Component Sotertytntprmtstion avo4okue from frvss Piote tnsfrtv,e, 2BE NLee Street, Svile 382, Alexandria, VA, 223)4. January 7,2016 08 08 3X4 14 1. - 3*8 = 300 3A 7 300 3X6 = Plate C1ff5�#s {X .......... . ... . ........ - ----- - ---------- 4 0 . . ...... LOADING (psi) SPACING- 2-" CSI, TOLL 30.0 Plate Grip DOL 1,15 TC 0,46 TCDL 180 Lumber DOL 115 BC 0,49 BCLL 0,0 Rep Stress Incr YES 4M 0.765 BCDL TO Code IRC2009fTP12007 I (Matdx-M) LUMBER - TOP CHORD 2x4 SPF NO1 BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No.2 REACTIONS, (lbysize) 14-151010-5-8, 10=1510/0-5-8 Max Harz 14=243(LC 6) Max Uplift 14=-181(LC 7), 10-1 81(LC 7) DEFLin (too) t/defi Ud Vert(LL) -008 13-14 >999 240 Vert(TL) 8 13-14 >999 180 Horz(rL) 0,05 10 n/a n/a PLATE$ GRIP MT20 1971144 Weight: 119 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 4.7-3 Do pathos, except end verficats, and 2-0-0 oc purlins, (5-5-3 max,): 4-6. BOTCHORD Rigid ceiling directly applied or 10-0-0 Do bracing, MiTek recommends that StabIlizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer i FORCES, (lb) - Max. Comp,/Max, Ten, - All forces 250 (lb) or less except when shown, TOPCHORD 3-4-14091195,4-15--1084/190,5-15=-10861189 5-16--1086/189, 6-16--10841190, 14091195, 2-14=-4221160, 8-10--4221160 BOTCHORD 13-14-- 411116, 12-13-011232, 11-12=011 232, 10-11 -011116 WEBS 4-13=-331361, 5-13-361/63, 5-11--361163, 6-11-33/361, 3-14-1517/73, 7-10--1517[73 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wnd� ASCE 7-05; 105mph� TCOL-10,Bpsf; BCDL-4,2psf; tr-`!Sft� 8=45ft; L=24ft; eave--4ft; Cat, ll� Exp osed; MWFRS (all heights); cantilever left and right exposed; end vertical left and rig grip DOL=1,60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with any other live loads. *&P;vf%-XW* sy*aw ***Wsoslisaf, 10-181, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, A WARNING - Verify desiti.P.Wers and READ Mores ON DOE AND INCLI)DEONTEK REFERANCE PAGE "ei"473 aw, 14,014VIS BEFORE USE. Cession valid for use Onry Win ofiretreconnecrom This design is dosed arettyy upon parameters shown, and is for on indvvidussS Widing cortisionent, not is truss system, fieksor use, the anteing designsn must -e* the rspniCabi Hy of dfe,'Qrr Porstmehrrs and property incorporate ffifs design into !'he oveusH a0lding detsgn, grachrs indicated is to prevent pusyling of incMduat truss web and/or chord mars befs only. Addltionol temporary and sonnysnent bmdvat is oturoosressused for stabi3ity, and to prevent cogapse voth poro bier personat intuo, and property domoge. for genera( guidance regarding the fobrporron. storage, delivery. erection end bracing of trusses and trust systems, see ANP/11`11 Qualify Craedo, DSII -89 and 0CS1 Ou"iffirra Component Safety Inferstion ovaissUe Prom Truss Note InsWule, 248N. Lee Street, Wits 312, Atexand6o, VA 223tA, January 7,2016 M .,dtloradsr Sganngs Ca..' T 64ti s Sap 29 2iat5 Mira& lndus9rlas, Inc. Thu Smtn i}7 CD8:4Q:4 2Di6 dge !C} 2LgEMGr6nfYBLoRM5T?WYPz61Esu 3ffLTib OeietVvsrYtKdCCISSQQyOIOT5Hzxm 24•p•ft r 2.6,.:.ikQ....._. 210-� _ 5-1-12 ._..e._,�.__...._..i�.._ 44.0.0�_....^�4.10.4 ..:. �..._..- 5-1-12 . 2-t}t; Scams - 1:50.4 4x$ :r_: 4x74 3x6 300 ::.:: Use .... 3x4 . 7p_,--------- Plate Cbttsets Plate s LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in (toe) Ude£I Lid PLATES GRIP 1971144 TOLL 30.0 Plate Grip DOL 1.15 TC OA6 Vert(LL) -0.25 9^10 >999 240 € MT20 TCDL 18.0 Lumber DOL 1.15 BC 0.65 Vert(TL) -0.52 9-10 >543 180 1 BCLL 0.0 Rep Stress Inor YES WB 0,32 1 hlorz(TL) 0.05 9 rete rite ght 921 to FT=0°lo BCDL TO Code IRC2009rTPI2007 (Matrix -M) LUMBER- TOP CHORD 2x4 SPF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.6.7 do purtlns, except BOT CHORD 2x4 SPF No.2 end verticals,. and 2-0.0 sae purl€ns (5-7-7 max.): 4-5. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 1 Row at meal 5-12,3-13,6-9 MiTek recommends that Stabilizers and required cross bracing i be installed during truss erection, in accordance with Stabilizer .,. ......... . REACTIONS, (lbisize) 13=151010-5-8, 9=1510/0-5-8 Max Harz 13=282(LC 6) Max Uplift 13=481 ILC 7), 9--18 i(LC 7) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 3-4-13261212, 4-14-9681211,14-15-9881211, 5-15=-988/211,5-6-13261212, 2-13--4981166, 7-9=-4861166 BOT CHORD 12-13=011 1 46, 11-12-01988, 10-11=01966, 9-10-011146 BS 4-12--311273, 5-10=-319273, 3-1--1427182, 6-9=-1427182 NOTES - roof live loads have been #. # for this design, right2) WncV ASCE 7-05; 105mph; TCDL-10,8psf; BCDL=4.2psf; h-15ft B-4511; L=24ft; eave=aht� Cat HI, Exp Ci� enclosed; MWFRS (all heights); cantilever left and #: D ♦0 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending, 4) Plates checked for a plus or 5) This truss has been designed for a 10,0 psf bottom chord live load noncrancurrent with any other live loads. "Semi-rigid pitchbreaks #.end fixity model 8) Graphical purlin representation # # oe not depict the size or #chord. January 7,2016 WARMING - Varity design parental. and READ NOTES ON rKS AND tNCLUDED WTEK REFERANCE PAGE MI -7473 rev. iWOW015 SEFORE USE. Design valid for use: onty Wft7 aw ff" connectors, This design is based on upon rosforneters shown or,d is for era indivlducsi bu€isang component.. not a truss syshnn serve use, the buinifing7 designer musi verity the opprcolo ty of dessgn parameters and properly incorpr mitts this design into fine avertrlt j hur ling desegn. itrocing andicafed is tri PrevenI buc#Ping of individuol truss web and/or chord members Orgy, Acddirrin ti temporary orad permanent brocing f is ea;r ays veqused for stability and to rsneve€tt ccAossse with possibie, pentmai infuar and piogessiy damage. For generoi guidance regarding the l 7777 Greenback Cana taabrk,aation, storage, deilvaenu erection and bnncdng of trusses and enss systems, see ANSI/71`11 Quality Criteria, DSS -89 and BCSi Building Component � suite 149 Satefy hdorma"on ovoiteabfe corm Srvss eluate instituter. 218 N. Lee Sheet, Suiten 3122, Alexorisirr i, VA 21314, 6+ireG Hatg.+�., CqA„95 2-0-0 6-1-12 ' 5_40.4 5.10-4 6..2..12 2.0-0 Afrni a 11 3x6-'= 30 .-. 3x4 -.:. 3hr4 :::; 3 LOADING lost) f SPACING- 2-G-0 k' Ca DBFL. in (toc) Well Ltd E PLATE$ GRIP >999 240 MT20 1971144 TCLL 313.0 Plate Grip DOL 1.15 TC 0,59 i Vert(LL) -0,10 11.12 ; TCDL 98.0 i Lumber DOL 9.15 BC 0.48 i Veri(TQ -0.21 11-12 >999 180 BOLL 0.0 Re Stress YES WB 0.40 tiorz(TL) 0.05 8 nfa n/a i Weight: 118 Ib FT 0°la SCOL 7.0 code IRC2009iTPI2007 (Matrix -M) LUMBER TOP CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wand sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS 9 Row at mopt 3-12,5-8 �MiTek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer e REACTIONS. (lb/size) 12=1510/0-5-8,8=1510/0-5-8 Max Horz 12'=-324(LC 5) Max Uplift 12=-181(LC 7), 8-181 (LC 7) FORCES. (ib) - Max Comp,/Max, Ten. - Alt forces 250 (to) or less except when shown, TOP CHORD 2-3=-2991168, 3-4==1 42012 88, 4-5--14201.288, 5-6-2991168, 2.12=-5681202, 6-8--5681202 BOT CHORD 11-12-011169,10-11-0/851, 9-10=01859„8.9=011169 BS 4-9--1051512, 5-9=-386/179,4-11 =_105/512,3-11=_3861179,3-i2-_9376113, 5-8=-9376/13 NOTES- 1) foods« e for this design, 2) Wind: ASCE 7-05; 105mph: D ♦ n• exposed;tgnghts)� cantilever left and right e. vertical left and Fight exposed;! t...te grip lith. 3) Plates checked for -« - rotation 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other five loads. 5) Provide mechanicaf connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ot-lb) 12=181, NDO Lit 8=181 6) "Semi-rigid pitchbreaks with fixed heels" t Member a fixity model,. - analysis and design IVi, �l 00 i le bVARN1Nd • Ve my de afro parameters and READ NOTES ON TWS AND fNCLuVED AVTEfr REFERANCE PAGE 01,7473MV, 1""015 BEFORE USE, Design vofid fist use o^iiy with,. MTerS connectom This design 4 based on Ev a�pon pe3so �eie n sh of wn ond's tcar an ind9vYduos b� is dingq,componeril. niot �^ a truss sysierva Before case. the busiding; designer muss verity the oppgc bl ty of design parameters and prvpedy incorgsorafe this design into she ove'di ` d Widingl design. foocgug indicated a is prevent brckiing of urdtvol $oi truss vreb ondlist chord members only. Additional to {ars and penrangy enl biricini is cb%roc,s.rinsored fer sttabgl4y and Pas paesvenf cofsapse flits possible persond ittfury and property damage, For general guidance ceg ording the � 7777 Greenback Lane fcrbrcnlion, storage, de(Faety, erection and brcocing of trusses and teres systems, see ANSbTF l Qually, Crffm mo OSS -89 and SCSI SuSdials Component Suite 909 Safety Information awrairobre From Tluss P!afe,nsfitufe.. 2f8 N, i,ee Street, Suite 312, Alexandria, VA 2.3t 4. Ctln+e Fha+ his CA 85 5-10-5 b-1-0 P-1- - M 1204 It lostio 2X6 4, 5"10 N (L ................... __,?m9c A — ------- -- 0-- "vA'. Mkflt A, . ...... LOADING lost) SPACING- 2-0-0 CSL DEFL� in (too) Ildefl Up PLATIE$ GRIP TCLL 30.0 Plate Grip DOL 115 TC 0,74 Vert(LL) -0,11 10-11 >999 240 MT20 1971144 TCDL 18.0 Lumber DOL 115 t BC 0.43 VerbTL) .0,2410-11 >999 180 BCLL 0,0 Rep Stress Inor NO VgB 0,62 Horz(TL) 0.04 7 ma n/a Wlinght� 490 to FT - 0% BCOL TO i Code IRC2009rrPI2007 (Matrix M) ------------ LUMBER- TOP CHORD 2x4 SPF No.2 *Except' BRACING - TOP CHORD Structural wood sheathing directly applied or 6 0-0 no purlins. 1-4: 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied Or 10-0-0 oc bracing. BOT CHORD 2x10 DF 1950F 1.7E WEBS 2s4 SPF No,2 SLIDER Left 2x6 SPF 210OF 1.8E 2-0-0, Right 2x6 SPF 210OF 1,8E 1-6-0 ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED FOR LOADS SHOWN IN NOTES. ALL NAIL HOLES MUST BE FILLED AS REACTIONS. (lb/size) 1-9576/0-5-8,7-385810-5-8 PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Max Herz 1--265(LC 5) MINIMUM OF 10d (148" X 3") NAILS OR AS REQUIRED BY THE HANGER Max Uplift 1--1341(LC 7),7=-493(LC 7) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES, (lb) -Max, Comp./Max, Ten. - All forces 250 (to) ortess except when shown. TOP CHORD 1 -2= -7631/981,2 -3=-1193711642,3-4--5225f753,4-5=-5269/755,5-6--4850/616, 6-7-27261199 BOT CHORD 1-20--1174t9777,20-21=-1174/9777,11-21-117419777, 10-11=-117419777, 9-10--325t3924,7-9-32313911 , --11W7571 WEBS 4-10-69715045,5-10-330/666, 5 9-973/145,3-10-6988/1112,3-11 NOTES - 1) Special connection required to distribute web loads equally between all plies, 2) 3 -ply truss to be connected together with 10d (0 131"x3') nails as follows., Top chords connected as follows� 2x4 - I row at 0-7-0 oc, Bottom chords connected as follows: 2xi 0 - 5 rows staggered at 0-4-0 oc, Webs connected as follows: 2x4 - I row at 0-9-0 oc, Except member 3-11 2x4 - 2 rows staggered at 0-4-0 oc, grion Pfjjg_n_�y connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated, 4) Unbalanced roof live loads have been considered for this design. 5) illifind� ASCE 7-05� 105mph; TCDL=10.8psf; BCDL=41psf; h=15ft: B-4611; L=24t eave-4ft; Cat. It; Exp C� errclosed� M1iWRS (all heights)� cantilever left and right exposed; end vertical left and right exposed; Lumber 1OL=1,60 plate grip DOL -1,60 6) Plates checked for a plus or minus 5 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 47tia��, Th:t;fttt"ffV*WMje It #" # #=ib) 1-1341, 7=493, 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 0 pilitrif -0-12, and 2671 . _��l 190 to down at 2 lb down and 924 to up at 3-10-8, and 7724 lb down and 688 lb up at 5-10-8 on bottom chord. The designisetection of such connection device(s) is the responsibility of others, January 7,2016 ,&WARN eve . Vedlyd.Wil.p..fand READ NOM OtiTI*SAND tNCLUDEDMTEKREFERANCE PAGE W74731*v, fiPMOIS BEFORE USE, valid lot use only with mrtr,Wk connectors. this design is posed ontr upon porn meters sho—i, artd is fm as, indWidual building component, not D e hoin i a truss sysfem, iselons, use. the Isuidling designer rn,,sl vwtfy the opintican' , ity of design par omelets and properly fncorrions t a this design into the o,serstl butidimg design. Bracing indicoted is 10 Pevent buckting ofindividura 1,uss weld andlor chord "sembeis only. Addifional temporary and peocansint fooctng is olvvoys reqm4ed for stability and to prevent coilopse, with poshble personal infvi'y unci Property dainage, For generss4 guidance regaining the 7777 Gonsebarak LOne loblicohon storage, deiNesy, erection and blpcltg of trusses and truss systerns. see ANSI/TPII Quality Crileflo. D51149 and SCSI tkilInfirso Component Suite 109 Safety information ssvo4abse from Two Pot institute. 218 FL Lee Stierst, i;0e 312, Arexonstrim VA 22314. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced),, Lumber Inerease=1,15, Plate Increase=1,15 Uniform Loads (ptf) Vert: 1-4-96, 4-8-96, 12-16=-14 Concentrated Loads (to) Vert: i=-19 11--7724(13) 20-190(B) 21--2671(8) WARNING - Varity design parawnsiter. end REAo Notes ON THS AND saicitbrow AslEK REFERANCE PAGE MiL,7473 me, f0,03/2015 BEFORE USE Design vaird for use cinp with roTek,6 connectors, This design is posed sons upon peirtmelen rhrswn, and is f(v an indivfduct( buiMing component riot crrn system. Before use, the bueling designer n,,u0verrfy the opplice�hc snNyof design parameters and properly crprxoks me design into f�,`Sr �velcil( k Mooklinsi dep9h. Brocing iudicahad is to prevent buckIli0 ng individual truss web ondlor chord members ants. Additionalkimponvy and permanent brocing iTek' is alnoys requked tor scsbWy and to prevent snainipse Wm possitne perhonot injury, and property damage, For genehe guidance regarding the 7777 Greenback Lane fabrication, stansge, deirvery, erection and biactng of trusses and Irres trystents, See ANSbill'il Quality Criteria, 0$0,49 and BC$t Building Component suit. log So totybummotern avoiietare finsm Truss Marc ftrtme, 218 N. Lee Sheet, Sandie 312. s0exancura, VA 22314, a 9 6 3x6 3x4 :,::;: 3x4 -= 3,4 _.- ..._. s -i Ptate Offsets LOADING lost) }SPACING- 2-0-0 csl. ; OtEFL, in (loc) Udef! Ud t PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 � TC 0.66 Vert(LL) -0.23 7-9 '928 240 MT20 1971144 TCDL 98,0 Lumber DOL 1.15 t BC 0,60 # Vet (TL.) -0.48 7-9 >446 180 BCLL 0.0 Rep Stress Incr YES i WB 0.95 Horz(TL) 0.02 6 are me 92 to FT 0% BCOL 7.0 r Corte IRC2009/TPI2007 (Matrix- )Welgftt I .. ..-.-...,.... ....m.._....,.,, __--- LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. VVEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. BS 1 Row at midpt 2-9 _ , Mitek recommends that Stabilizers and required cross.bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Iblsize) 6=119210.5-8, 9=9611Mechanical Max Harz 9=-387(LC 5) Max Uplift6=-154(LC 7), 9--77(LC 7) FORCES. (to) - Max. Comp./Max, Ten, - Ail forces 250 (to) or less except when shown. TOP CHORD 2-3-9501243, 3-4--268/173, 4-6-_550/205, 1-9-3031154 BOTCHORD 8-9=52/430, 7-8-52/430, 6-7-01799 B 3-7 =4201183, 2-7--941577,3-6--923/0,2-9=-724165 NOTES- 1) considered for heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1,60 3) Plates checked for a prus or minus 5 degree rotationabout designed4) This truss has been •. ea r live load noricroncurrent with any other five toads. 5) Refer to girder(s) for truss to truss connections, jif Valrs 9 exceW,A=l 7) "Semi-rigid Oitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of WARNING - Welifgr dosia paramat. and READ NOTES ON INS AND INCLUDED WT&K REFERANCE PAGE AQF7473 rev. 4010"015 BEFORE USE, ticfin valid far use unit, Will NyTeS, COnnnCtOM this design is based o"Y upon poramelen shown, and is for on indiv ducat bulking component, not a;aas$ systern, Before r e, the bukaiing devrxies must verity the oppfcoU rtv of design porrimeters and properly incorporate itis design to the overali oullding design. rh acvrg rn dk:oted is to prevent buckling of !ndoicduaf truss s Bib Band/or chord nnprobairs only. Additional ternpoizan, and pa;monent & npong is always reep4ed for stobnkty rand to prevent co0opse Win povrole persona! injury and property parnage. For general sra,aidance regarding the fabeicaFu>n, Storage, deMvery. erection and bracing of trtt+sses and mass systems. see ARMIT111 quality Cflhno. DSS -59 and SCSI SuNding Component Safety Information avoiiobte from Tmss Plate institute, 218 N. tee Street, Suite 3t2, Atexondrs, VA 2231.1, January 7,2016 on -{kik 4-4-4 4-.7.42 T RpRDzVDNSA2PZA y5kPaeth6O4�c7fczxm(h 7 B 5 2x4 34 ._.. wGsq 9 4C7 - ry i.OADtNG... �� PACItSG.. 2.00 � (p CSt. EFLtn, o) lidefi� Lid PLATES GRIP (p� �..�9�JS I 1971144 TCLL 30.0 Plate GripDOL 9.35 TC 0.619 Vert LL -0,16 � � 2+t__., 5- 0 MT20 TCOL 16.0 i Lumber DOL 9.15 BC 0.47 Ved(TL) -0,.33 5-6 >537 180 BCLL 0.0 Rep Stress Incr VES WS 0.64 s Horz(TL) 0.01 5 nta n/a 81 lb FT = 0% BCDL ? 0 Code IRC2009/TPI2007 (Matrix M) Weight LUMBER- TOP CHORD 2x4 SPF No,2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-90 ac purlins, BOTCHORD 2x4 SPF No.2 except end verticals. BS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing,. BS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required crass bracing ( be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibdsixe) 7=809/Mechanical, 5=80910-5-8 Max Horz 7=-350(LC 5) Max Uplift 7=-66(LC 7), 5=-59(LC 7) FORCES. (Ib) -Max. Compo./Max. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1.2=-566/174, 2-3=-5351188,1-7--779/86 BOT CHORD 647=-2791274, 5-6=-297434 VVEBS 1-6-44/419,21-5-673111 } TES - 1) Unbalanced is live loads have been considered for thisdesign, i. s w r • w I rotationheights); cantilever left and right exposed � end vertitat left and right exposed; Lumber DOLal 60 plate grip DOL -1,60 3) Plates checked for a plus or minus 5 degree i 4) This truss has been designed for♦ nonconcurrent with any other live loads. 5) Refer to iirderia) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 111 uplift at joint(s) 7, 5, iid pi"breaks with fixed model Member end fixity design January 7,X 16 WARNING - Verity doNgn parameters and READ NATES ON INS AND INCLUDED WTEK REFERANCE PAGE ANI -7473 rev. fartsla0tS BEFORE USE, Destanvolid for use oniV avian dlrrekw connectors This design is based on� upon parwrieten shown, sand is for an lndwiduai bufdrrg compone:nf. not " a m ass systeim,. Beiave use the nukI ng designer must ve ty the opp€acisia'ty of design paarstme ers and property i carissieWe this design into that rr &W t 0ding design. Bracing Indic riled is to prevent boosting of individual twss web ondlor chord ntenbers oNy, Add"alkxroi tempo ey+ rand permorrete! bracing M!Tek' is aywaps s es uWed kx sirstoW y and to prevent cotiapse with posabie personaE injury and pnspedy damage, for general 90dance regarding the � 7777 Greentn ksbrdczation, stwoge. delivery, ereuittm arsd bracing of frusse% and tc.ru systetrs. sere ANSt/7P11 Qvaiily Crtieda, DS8•89 and SCSI Suilding Component suite 109 Safely ieteumctian avaa€�nksMs datrrrr Teuss i'6aie Ensf�:ufe. 1 C9 rit 3 ee S#eet, sutfe 372. ,Adexcantioeo, VA ."23C 4. Cit les Net Me LOADING LUMBER- T 5 TCLL 30,0 Plate Grip DOL 1,15 TCOL 18,0 Lumber DOL 115 SCLL 00 Rep Stress Incr YES BCDL TO - Code iRC2009ITP12007 TC 0,67 LUMBER - TOP CHORD 2x4 SPF N0.2 BOT CHORD 2x4 SPF No.2 WEEDS 20 SPF No,2 REACTIONS. (lb/size) 6-497/Mechanical, t Max Herz 6-377(LC 6) Max Upfift6--38(LC 3),4-101(L( am _�_.....3.4 ?O _....._.e, a e 5 d 2x4 Pi 3x3Ct " 2x4 p, _,• CSL DEFL..:_. in (toe) Vdefi Lid PLATES GRIP TC 0,67 Vert(LL) -0,03 5-6 -999 240 MT20 1971244 BC 0.18 i Vert(TL) -0.07 5-6 >999 180 WB 0.16 P Horz(TL) -4,00 4 The n1a y (Matrix M) E Weight 63 to FT : 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 0o purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WBS 1 Row at midpt 2-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) -Max. Comp./Max. Ten, - Ali forces 2503 (Ib) or less except when shown. TOP CHORD 1-2=-324/151, 1-6--456158, 3-4=-48319=4 BOTCHORD 5-6=-3491262 WEBS 2.5-_304163, 3-5--149/313 NOTES - roof live loads F « « «e rightheights); cantilever left and « « « vertical left and right .. . « Lumber DOL-1,60plate «. 3) Plates checked for a plus of minus 5 degree rotation about its center. 4) This truss has been designed for a 10,0 psf bottom chord live load rionconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections, in ♦. 100 to Lva I ift at ioirrtfs)except design7) "Semi-rigid pitchbreaks with fixed heelsl' Member end fixity model was used in the analysis and January 7,2016 WARNfba • Verify design parameters, and READ NOTES ON Tells AND a V LUDED WTEk REFERANCE PAGE A01-7479 rev. 19rd"Ofir BEFORE USE. , t✓esSgn �raltd tot use any, with usTepiT cannec.tors. Thh design is posed on� Vitus,, Raniereters shown. and is for an indv dua3 baa kfirrg corrtperroni, rzof i a icons system. Before use the iauilding designer musi wily the appeectfs38ity of design parameters and pscnperty incorporate this design into the ovenel lac^tkt g design, ssaac ing hditated is to prevent truckiing of individ d truss web and/cur chord members ontY, Additionot tcernporesni sand permanent darocing :s always required'or stability and to prevent cosopse with passible:. personal do r.ory and property damage, For general guidance regat iing the j 7777 Greenback Lane faisr cation. storage, delivery, ececiion and bracing of trusses and mass systems, see ANSF1141 Quality Caterfo, OSS -89 and SCSI Building Component Butte 109 Sofefy bdormafion awairob4e from Truss Plate tnselt ns. 2ifi N, tete Street, Suife 332, Atexondnss,, VA 223R4, LOADING a TCLL 30.0 Plate Grip DOL 1,15 TCDL 18C Lumber DOL 1.15 BCLL 00 Rep Stress Incr YES BCDL 7O Code IRC2009fTP12007 2-U1U .- V 2x4 3 LUMBER- BRAGIhiG- TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 VVEBS 2x4 SPF No,2 BOT CHORD REACTION& (lb/size) 5=470/0-58, 4=144/Mechani FORCES, (Iia) -Max, Consp,/Max. 'Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-444/196 Scale -. 1:23 1 Weight: 22 Ib FT = 00 Structural wood sheathing directly applied or 4-0-0 Be purfins, except end verticals. Rigid ceiling directly applied or 1 Do bracing, MiTek recommends ers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES- 4 Refer truss connections, f "listatdina too itsildlift at joindsWW1b �♦ f. ♦ k' k Y k'. January 7,2016 Ak WARNING. Verily d algri paramedars and READ NOTES € R rKS, AND 7NCt.UDED N TEK REFERANCE PAGE W 7473 v. 1Qlt"015 BEFORE USE. Design valid for ow canis vrth t� Melo connectors this design is based on upon pairtmeters shown and is far an krsd'avicttrnf buEiiiing ce,rrtpartetni, no' E 0tnisx system 30c4e use. the buitriing designer moo vvffy the opplicott&'b of design paromete°rc and Prope+'tt+ incorpiarate this deAn Wo the Fie=e�id € � Y buitding design, Bracing kndlcoesd is to prevent bucking of indiAduai iruss web ondtor chord members only, Additional temporary and permanent bracing 4 is aaNypys required for sieabiity and to prevent collapse with possitne personai inInty and pnape ly pomade, For gani ar guidance herding the � 7777 CarearobadB Lane inbred tun storage delivery, erection and bracing of rousse and twin systeew see AN$f/IPtt Quality Criteria. DSS -$9 and SCSI Suttding Component Suite 149 Safety lnteumakFan aavoilabte from Tics P Pale institute. 2i& fi, tee Street. Suite 3f 2 Alemandfia, VA 22314. 2x4 G# DEFL. in hoc) Ildefl Ltd TC 0.46 1 Vert(LL) -0.09 4-5 >999 240 t BC 0,92 Vert(TL) -0.02 4-5 >999 160 WB 0.03 Horz(TL) -0.00 4 nfe Fila (Matrix -M) LUMBER- BRAGIhiG- TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 VVEBS 2x4 SPF No,2 BOT CHORD REACTION& (lb/size) 5=470/0-58, 4=144/Mechani FORCES, (Iia) -Max, Consp,/Max. 'Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-444/196 Scale -. 1:23 1 Weight: 22 Ib FT = 00 Structural wood sheathing directly applied or 4-0-0 Be purfins, except end verticals. Rigid ceiling directly applied or 1 Do bracing, MiTek recommends ers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES- 4 Refer truss connections, f "listatdina too itsildlift at joindsWW1b �♦ f. ♦ k' k Y k'. January 7,2016 Ak WARNING. Verily d algri paramedars and READ NOTES € R rKS, AND 7NCt.UDED N TEK REFERANCE PAGE W 7473 v. 1Qlt"015 BEFORE USE. Design valid for ow canis vrth t� Melo connectors this design is based on upon pairtmeters shown and is far an krsd'avicttrnf buEiiiing ce,rrtpartetni, no' E 0tnisx system 30c4e use. the buitriing designer moo vvffy the opplicott&'b of design paromete°rc and Prope+'tt+ incorpiarate this deAn Wo the Fie=e�id € � Y buitding design, Bracing kndlcoesd is to prevent bucking of indiAduai iruss web ondtor chord members only, Additional temporary and permanent bracing 4 is aaNypys required for sieabiity and to prevent collapse with possitne personai inInty and pnape ly pomade, For gani ar guidance herding the � 7777 CarearobadB Lane inbred tun storage delivery, erection and bracing of rousse and twin systeew see AN$f/IPtt Quality Criteria. DSS -$9 and SCSI Suttding Component Suite 149 Safety lnteumakFan aavoilabte from Tics P Pale institute. 2i& fi, tee Street. Suite 3f 2 Alemandfia, VA 22314. LOADING (psf) SPACiNG- 2-0-0 TOLL 30,0 Plate Grip DOL 1,15 TCCL 18,0 Lumber DOL 1,15 SCLL 00 Rep Stress Incr YES BCDL TO Code IRC2009ITP12007 WB 0.02 Im 3,10-8 2.4 11 2 3 4 3x4 2A 1l CSL DEFL. in (too) Vdefl Lid TC 0,33 Vert(LL) -0.01 3-4 >999 240 BC 0,11 x Vert(TL) -0-02 3-4 >999 180 WB 0.02 Horz(TL) -0.00 3 n/a ma (Matrix -M) LUMBER. BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD BOT CHORD 2x4 SPF Nri.2 WEBS 2X4 SPF lylo.2 BOT CHORD REACTIONS. (iblSiZe) 4=197/Mechanical, 3.197/Mechanical Max Herz 4=167(LC 4) Max UpIM4=-4(LC 7), 3=-80(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Weight: 19 to FT - 0% Structural wood sheathing directly applied or 3-10-8 up purfins, except end verticats Rigid ceiling directly applied or 10-0-0 do bracing. 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer l NOTES - heights) � cantilever left and right exposed d vertical left and fight exposed� Lumber DOL- 1 .60 plate grip DOL= 1.60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 1U old bottom chord live load nonconcurrent with any other live toads. 4) Refer to girder(s) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fic uplift at joint(s) 4, 3. 6) "Semi-rigid pftchbreaks with fixed heels" Member end fixfty model was used in the analysis and design of this truss. WARNINe - Verify dwslips to .....ter. card READ NOTES ON THIS AND INCLUDED OTEK BEFERANCE PROBE W-1473 rev. 101034015 BEFORE USE. ii Deson valid for use ontr, Win tuffeM connectors, This design is based truss oN� upon rosionrelen shown, and is fv on individual Whine component, nol a sya slem. Before use, the buhding designer must verily Rhe ppllcoW ty of design Parameters and property inc rxiscrote the design ;Myt the overall buliding deOgn, crocbnss hdicared is to p%eveqt tyokfing of hdividush truss wsyb and/sx chord mernbres, only. Addihonai fempyrron, and permanent broang is asossysreq0ed for stoo4ity ond to Prevent co0opsewith poost* rrersomxtnjuoand property donvotle. For gerelot guldonce urgarding the 1 7777 Greente hst,tssmt�,on. 0orage. delivery.. erection and kxochg of trusses and truss systems, see ANSIPI'll QuolifyCritertis, D58-87 and 601 guilders Component 109 Safety Information avdFoble horn Twss Plate lnsfitute- 21l3 N, Les, Street, Surre 3Q, Alexondla, VA 223l,&, January 7,2016 WM RE LOADING lost) SPACING- 2_0_0 CS1 DEFL. in (too) Well Lid TCLL 30,0Plate Grip DOL 1,15 TC 0,24 Vert(LL) -0.05 4-5 >999 240 TCDL 18,0 Lumber DOL 1,15 BC 0,24 Vert(TL) -0,08 4-5 >798 180 BCLL 0.0 i Rep Stress Incr NO VBB 0,03 Horz(TL) -0,00 4 me We BCDL 7.0 Code RC2009fTPl2007 (Matrix -@1I) LUMBER- BRACING - TOP CHORD 2x6 Sap 210OF 1,8E TOPCHORD BOTCHORD 2x4 SOP NO.2 WEBS 2x4 SPF No, 2 BOT CHORD REACTIONS, (lb/size) 5-509)0-7-6,4=194/Mechanical Max Herz 5=21 1 (LC 6) Max Uplift5--139(LC 7),4=-42(LO 4) FORCES, (lb) - Max, Comp,/Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2.5--492/149 Soaks - 123D PLATES GRIP MT20 1971144 Welght; 33 lb FT = 0% Structural wood sheathing directly applied or 5-6-6 oc purfins, except end verticals, Rigid ceihng directly applied or 10-0-0 0C bracing, F-MiTely recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancervilth Stabilizer NOTES- -lerWyed: �44t 11 heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections, to 5=139, 6) "Semi-rigid pitchbreaks wild fixed heels" Member end fixity model was used in the analysis and design of this truss, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) 15ea4 + R*Srf Liye (isslancet), Lyseber iAcre2s,4 Uniform Loads (plo Vert: 1-2-96 Trapezoidal Loads (pit) Vert: 2--4(F=46, 8=46) -to -3--136(F-20, mmm� January 7,2016 WARNING Varifyd.,09trip....ters artd READ NOTES ON rifts AND INCLUDED Whii)(PEFERANCE PAGE 01-7471w. 1010=015 BEFORE USE. Design acid for rar, nary y4th m7ek,* connectors, This design h bossed any upon parameters rrosvm� and is Tor an hotividuai building comporent. not a truss system. Before usts, The buSteng deagner must orider the opplicoicHity, of deson parameters and properly incorporate, this deslgn into the overafl bukiing design, Bracing indicoiers is to preveni trockfing of widiAdursf truss wet) andiror chord naerriberr on p, Additiono) teerpohIn, and Permanent orcrong is oirays recruirers for 0oblify and to prevent colynessewith istryoWe poisoner rnlyryond property doniage. For general guldonceregarding the 7777 Greentrack Lane fabrication, storage, deitvery, erection and Idocing of fornies, and fcjss, iryderns. We ANSI/IP"ou*MyCtfte6o,DSO-OP ond$CSIBVud&nocomponort l Suite 109 Safety Information watabit, Rana Profeinitniule 218 N, Lee Street, Suite 3Q, Atexandriff. VA 22314. 1, So, MxS&_Srt Creakside,'Quail - Man 3A 4 Car Side 846272866 101 Fiat Truss 2 ljol, R Sep 29 201lf Mires inardines, Inc Thu Jan 07 084033 2016 Page I .okesda, SpInuffs,ce s tD:2LgEMGr6nfYBLoRMS'r?WYP28lEw-upOci5gJ6MbXMg5NAzGn8ae7cqAslzqmhmtxzxmle 7-1-4 6-11-8 6-11-8 6-11-8 7-1-4 Scale = 1:66,0 4x10 '-- 3x10 -_' go= 1 7 3 as 17 4 18 3X10NIT20HS H 4x10 5Xs '-w' 4X5 = LOADING (part i SPACING- 2,0-0 TOLL 30,0 V Plate Grip DOL 1,15 TCDLL 18.0 Lumber DOL 1,15 BCLL 0.0 Rep Stress Incr NO SCOL TO Code IRC2009/TPf2007 LUMBER - TOP CHORD 2x4 SPF 1650F 1,5E so,rCHORD 2x6 SPF 210OF ISE \NESS 2x4 SPF No.2 REACTIONS. (tb/sIze) 14-4223/0-5-8,7=4172IMeChanical Max Harz 14=216(LC 3) Max Uplift 14-1360(LC 7),71395(LC 7) E� 5X5 - 4XIO CSL DFL. in (roc) With Up j PLATES GRIP TC 0.56 VerpLL) 0,26 10-11 >999 240 MT20 1971144 BC 042MT20HS VerftTQ -0,55 10-11 >757 180 148/108 WB 0,76 Horz(TL) 0,06 7 n/a ma (Matrix M) Weight: 358 lb FT = 0% BRACING. TOP CHORD 2-0-0 Go purfirds (4-11.11 max.}: 1-6, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 Do bracing. FORCES� (to) -Max. Comp,lMax. Ten, -AH forces 250 (1b) or less except when shown, TOPCHORD 1 -14 -383711161,1 -15--5191/1690,2-15--5191/1690,2-3=-7692/2344,3-16--7637124 16-17--763712414,4-17-7637/2414,4-5--7646/2416,5-18-515511780, 6-18-515511780,6-7=-3811/1223 BOTCHORD 13-22-153915191,22-23--153915191, 12-23=-153915191,12-24-1539/5191, 24-25--153915191 11 -25-1539/5191, 11-26--219117603, 26-27-2191/7683, 27 -28= -2191/7683,10-28=-2191/7683 10-29-1659/5155,29-30-1659/5156, 9-30-165915155, 9-31--165915155, 31-32--165915155, 8-32=- 1659/5155 WEBS 1- 13- 1942/6233, 2-13--24361570, 2-11-79513038, 3-11 -633/168, 4-10--658/117, 5- `10-- 7 7 2/302 7, 5-8--2433/558, 6-8 =-2053161 69 NOTES - 1) 2-pri truss to be connected together with 10d (0,131"x3") nails as follows: Top chords connected as follows: 2x4 - I row at 0-7-0 oc. Bottom chords connected as fcflsnaes� 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as ftilkiws� 2x4 - I row at 0-9-0 Oc -CASEill section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 3) Wind� ASCE 7-05� 105mph; TCOL-10,8psf; BCDL-4.2psfh-15ft: B-45ft� L=35ft� eave-Sft� Cat. 14; Sao C; enclosed� MWFRS (all hunghts)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1 60 plate grip DOL -1,60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated, 6) Plates chocked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 8) Refer to girderts) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 its uplift at jointia) except 01=lb) 14-1360,7=1395, 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, 11) Graphical puffin representation does not depict the size or the orientation of the purfin along the top andfor bottom chord, January 7,2016 WARNING . Verify design pairarbefers and READ NOTES ON THIS AND INCLUDED assEar REFERANCE PAGE 4004473 rev. 1010V2015 BEFORE USE beson,.o0d for use unit, with MITeofo connectors, This design 4 board on can porturnefers shown, and is for on tridividuol butistfer; component. not 0 truss System, Before use, the bvitoLng deagnef must verify dive orrptooblityu of dusOgn potameten, and property incorroessur this dei xin into the overaLl bviking desigm bracing indcoIed is In lyfevprn uuo,rhg of inslividiott tons wex, andtor chord members onty, AdrufiofiCa ternproory and perm anent bracing is always required for stotigify and to prevent cotopse with possible perorna Injury and PropertY Caro dge. Far genefol guidance regarding ire 7777 Greenback Lane foruiconon, storage, delivery, ereciron and bracing of Innsirs and truss systems, see ANStirlish calliffitCuldria, OSS -89 and BCSI Building Corepane"t Sells 109 Safelyfiftormation avoilobse froynTruss PLore Insf4unt, 298 K Lee Preet, Suite 312 t0exandfro, VA 22314. NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 256 111 down and 171 to up at 1-5-8, 256 to down and 171 lb up at 3-5-8, 256 lb down and 171 to up at 5-5-8, 256 W down and 171 lb up at 7-5-8, 286 1b down and 108 lb up at 9-5-8, 286 to down and 108 lb up Ot 11-5-8, 286 lb down and 108 lb up at 13.5-8, 286 to down and 108 Ill up at 15-5-8, 286 to down and 108 Is up at 17-5-8, 286 lb down and 108 lb up at 19-5-8, 286 1b down and 108 111 up at 21-5-8 2561b down and 171 to up at 23-4-12, 256 to down and 171 lb up at 25-4-12, 256 to down and 171 to p. 27-4-12, 256 lb down and 171 W up at 29-4-12, and 256 in down and 171 to up at 31-4-12, and 256 to down and 171 to up at 33-4-12 on bottom chord, The designitselection of such connection device(s) is the responsibility of others, LOAD CASE(S) Standard 1) Regular: Lumber increase -1,15, Plate increase=1.15 Uniform Loads (pff) Vert: 1-6-96, 7.14--14 Concentrated Loads (lb) Vert: 19-25%B) 20-256(8) 21=-256(8) 22-256(B) 23-286(6) 24-286(8) 25-286(8) 26-286tB) 27-286(8) 28--286(s) 29-286(B) 30=-266(B) 31-256(8) 32--256(8)33--2 6(B)34 --256(B)35-256(8) A, WARNING • liedti, design paracraffentrind READ NOTES ON THIS AND INCLUDED WTEKREFERAMCE PAGE 01144473W 0ant"015 BEFORE USE Devgn vafld ko use only with ctrek0connectOM R* design 4 based on pan parameters shoven, and is for an individurA buffding component, not a truss systems. Before use, the building designer rnwst ve6ty the appeficabilyita of design pacinneters end property incorponsle this ces'Qn into the mer0ft 0t, wing deogn. Bracing indicated is to prevent bucWing cocciLvIducv tfues weic and/or chord nornacens 0*, Addiiioncii ferteporon, and pearronent brocrnif is ssrurnysouswun d lot srsbihly and to Prevent co0opse WIh poselce personal injuiy and property darntoge,. For general gurdonce regarding she 7777 Greenback Lane fobricotson, storage, defivery, enmiton and tarsacvng of trusses and two systems, see ANSI/TMI armilly Wand, d584ii and BCSI SuNding Component suits log Safety Information ovo4olde from I've Pirate sroTituie, 218 N. Lee Strern, Suite 312, Atexondrics VA 221 t4, 7-1-4_..,.,__..,...„. _._a..,_...; 7_i_4 S•4i-8 147-9 6-.9- ns M M 14 13 - 11 IV .� Us4x5 W�: 300s34=- 3x6 .•:: _ 3x5 = 4x8 -,�: 3,6 — :: :°u: ”` LOADING lost) i SPACING- 2-0-0 DSI. TCLL 30.0 t Plate Grip DOL. 1.15 TC 0.60 TCDL 19.0 Lumber DOL 1.15 BC 0.69 @CLL 0.0 Rep Stress Iner YES 1 WB 1-00 BCDL 7.0 Cade tRC2009iTPt2007 'Matrix -M) LUMBER- -0.41 10-11 TO€' CHORD 2x4 SPF 165OF 1.5E *Except* 180 3-4. 2x4 SPF No.2 Horz(TL) BOT CHORD 2x4 SPF No,2 n1a .BS 2x4 SPF No.2 REACTIONS. (lb/size) 14=151410-5-8, 7=1914/Mechanical Max Herz 14= 278(LC 3) } Max Uplift 14=-148(LC 7), 7=-148(LC 7) DEFL. in (fee) Well LJd PLATES GRIP Verht.L) -0.1710-11 >999 240 MT20 9571344 Vert(TL) -0.41 10-11 >999 180 Horz(TL) 0,09 7 n1a me f } Weight: 171 to FT = O% BRACING - M BOTCHORD Rigid ceiling directly applied or 10-0-0 Go bracing WEBS I Raw at midpt '1-14,6-7,4-11 #Stabilizers and required cross bracing duringbe installed M ilizer FORCES, (to) - Max, Comp./Mass Ten, - All forces 250 (to) or less except when shown. TOPCHORD 1-1 4=-1867/178,1-16--1806/237, +02-3�26591303, 3-16-26521302, 16-17--2652/302,4-17--2652/302,4-5--2660/303,5-18-18061237, 6-18=-18061237, 6-7-1867/178 BOTCHORD 12-13--124/1806,11-12=-124/1806,10-11-138/2653,9-10--14111806,8-9---14111806 WEBS 1-13-183/2381, 2-13=-14791178,2-11=-8811140,3.11-6601118,4-10=-661/118, 5-10-8911141, 5-8-1479/178, 6-8-18312380 NOTES - 1) B p B. ! ♦ _! heights)� cantilever left and right exposed; end vertical left and right exposed� Lumber DOL -1,60 plate grip DOL -1.60 2) Provide adequate drainage to prevent water #! 3) Plates checked for a plus of minus 5 degree rotation about its center, 4) This truss has been designed for a 10,0 DO bottom chord live toad nonconcurrent with any other live toads, 5) Refer to girder(s) for truss M truss connections, =to) 14-148, 7) "Semi-rigid pitchbreaks with fixed heals" Member end fixity model was used in the analysis and design of this truss, 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, January 7,2016 AOL WARNWO' inedy design parameters and READ NOTES ON THIS AND INCLUDED MTEX REFERANGE PAGE 1161-747310's, 1010112015 BEFORE USE, I Deop vcr4€ei icor use s�nCy vAih teir a� conneckors. This design * based on€x uf�arr parasn�Iers xhaven, and is, for ir€clMsiv al Wining canl3canent nit a truss sysient, before use, the inuulding designer rrsa&1 veertty the arrif5cobi Its off design parameters ane! prope"r€y Incarpr ra€e Efirs desi{1n into iiia ave ra3k i.. isuading design.. Bracing indlcistiou is fo prevern bruckIiing of individvai truss web and/or chord members ootty. Additional temporary and permanent bradn9 � $ is oNmy c required for stability and to prevenl collapse vAth po rake Personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication, storage, dettveay, erection and binning of trusses and intra systems, see At+V rldI Quilty Criteria, DSB•B9 and &CSI Building Corniranant k Soxte tog Safety Information availabfe tarn Traits Piate instfute, 218 N. tee Street. Suite 3t2, A3exaneisia.� Vh 22914. .. ._..___...._. _.�._..._� i ..�C�gss kier5F7v3,E. CA ^ 5t B-6-2 iS-4-5 0. 0 w .<- . . . 3x4 =- 3,6 __ 2x4 ti 300 - 3x4 ',":,- Scale,!"=1` 8.'x32,. 4x8 n 18 15 - 13 'f1 1. 3x8 ,-.::: 4x8 ;: Scale - 167.5 4X8 I 3x4 3.6 = 2X4 34 = 3X4exe = 8.00 j12„ 7 n — 4 ren . 6 20 7 3,6 4X8 _"� 3X6 = 300 �= 3x10 =� 4X6 __ JX4 = LOADING IDS SPACING- 2-0-0 Cst, DEFL, in (too) I/defl Ud PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0,92 Vert(LL) -0-11 13 >999 240 MT20 197/144 TCDL 180 Lumber DOL 1,15 BC 0,53 Vert(TL) -0,29 12-13 >999 180 1 I BELL. OC Rep Stress Iner YES WB 0.53 Horz(TL) 0,06 9 We n1a 1 height 197 to FT = 0% BCDL 7,0 Code IRC2009fTP12007 (Matrix -M) ------------- -- . ..... LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F I .5E 'Except* TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except 7-8,3-5: 2x4 SPF No,2 end verticals" and 2-0-0 DO purfins (2-2-0 max,): 1-7. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Go bracing, WEBS 2x4 SPF NU2 *Except' WEBS I Row at miner 1-16,2-15,4-13, 6-12, 7-10, 8-9 1-16� 2x4 SPF 1650F 1.5E MiTels recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibisize) 16-1914/0-5-8,9-1914/Mechanical Max Harz 16=-406(LC 5) Max Uplift 16-151 (LC 7), 9--1144(!_C 7) FORCES. (lb) - Max, Comp./Max, Ten, -Alt forces 250 (to) or less except when shown. TOP CHORD 1-16--1863/191, 1.17-13931250, 2-17=-13931250,2-3--19221294,3-18-19221294, 4.18-1922/294,4-19=-1922/294, 5-19-19221294, 6-6-19229294, 6-20=-17191282, 7-20-17151283,7-8-8731217, 8-9--19021167 BOT CHORD 15 -16= -311,t315,14 -15-14611393,13-14--146)1393,12-13=-14311716,11-12--99f700, 10-11--99/700 VVEBS 1-16--164/2066,2-15--1427/179,2-13=-661796,4-13=-719/131, 6-13=-191322, 6-12=-10691158, 7-12-11811567,7-10=-12561128,8-10-66/1503 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wmd: ASCE 7-05:105mph; TCDL-10,8psf; BCDL=4,2psf; h-15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed : end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water ponding, NDO Lift, 4) Plates checked for a plus or minus 5 degree rotation about its center,df 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live foods, 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable ollwithstanding 100 lb uplift at joints) except Ot=lb) 16-151, 9=144 8) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss. rn 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, OM January 7,2016 A WARNING , Verify desist. parameters Mal READ NOTES ON rNIS AND INCLUDED OTEK PEFERANCE PAGE 0,17473 rev. 11.1/2015 BEFORE USE. Design vo4id firs use ours Win MiTefS connectors.This design is based on!�, upon parameters shown, and is for an insfivk1ure buikfing cornisonent, not a truss system. Before use. the building designer must verity the orrpslcrshe ty of design paronmelers and property incorporate this design into the overail c b0ding design, bracing indicated is to prevent buckfing or indMdursi truss web and/or chord members onts, Additionot fempoory and permanent bra �ng MiTek is seaiVs required fer stabirty and to pusyrtni coiforsys with possibie personal injury and property damage, For gen rat guidance reg redfrfs the i7777 Grisennas* Lane fabrication, storage, def,", erection and bracing of trusses and fees systems see ANSIAI'll Quality Criuma, OSS^89 and SCSI SuRdIng Component Suite 109 Safety inlosmation ovailabie from truss Pions inaltute, 218 N. Lee Street. Suite 3f2, Atexondria, VA 22314. Scale % 175.2 600 12' see 3x4 2sy4 H 3X6 3X4 6X6 4X4 1 {, 2 17 3 4 IF g 19 6 7 16 15 13 12 10 V M 4X6 ' 3X6 3x10 3X6 = 3X6 3X6 3x4 LOADING (psi} SPACING- 2-0-0 i CSL i DEFL. in (too) Vdefi Ltd j PLATES GRIP i TCLL 30.0 i Plate Grip DOL 115 TC 0,88 Vert( -L) -0, 14 15-16 >999 240 MT20 197/144 i TCDL 180 Lumber DOL 1,15 BC 0.51 Vert(TL) -0,31 i 15-16 >999 180 BCLL 00 1 Rep Stress Incr YES i WE 0.93 Horz(TL) 0,06 9 she nix FT -O% BCDL 70 Code IRC20091TP[2007 i (Matrix -M) Weight: 220 to LUMBER. BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-9-8 be purlins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 oc purlins (2-11-10 max j: 2-7. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS I Row at midpt 3. 15, 4-13, 6-12, 7-10, 1-16, 8-9, 2-16 tvliTek recommends at Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [_.Lr,fGtp REACTIONS, (lb/size) 1 6=1 91 410-5-8, 9=1914/Mechanicat Max Herz 16=-459(LC 5) Max Upfi816=-152(LC 7), 9--143(LC 7) FORCES, (1b) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown. TOP CHORD 1-2--274/254, 2-17=-12351267, 347-1238/267,3-18-1653/29% 4-18=-16531299, 4-5--1653/299,5-19=-1653/299,6-19=-16531299,6-7=-15531296,7-8=-11761249, 8-9-18801171 BOT CHORD 15-16--2731333,14-15=-14911235,13-14--149/1235,12-13-129/1551, 11-12=-951887, 10-11-951887 WEBS 2-15--151/1760, 3-15--13371179, 3-13=-591734, 4-13--657/116, 6-12-911/133, 7-12-86/1225, 7-10--976!99, 8-10-4411369, 2-16=- 1911/284 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wmd� ASCE 7-05:105mph; TCDL=10.Bpsf; BCDL=4.2psf; h=15ft; B=45ft; L=35ft; eaver=5ft; Cat, H; Exp C; enclosed" MVVFRS (aff heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live toads. 6) Refer to girder(s) for truss to truss connections, 9=141 8) "Semi-rigid rutchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss 9) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, January 7,2016 ,A WARNING - Verflydesdinfissirsirmuisre and READ NOTES ON THIS AND INCLUDED WTEK REFERANCEPAGE MH'7473rev. IWO"015 BEFORE USE, Design vvs9id for we sinfy Win hiRepircannectois. This design Sibused on r,pen sucomrsusis driosyh, ansae for an insibusivoi building component not ,ty of design parameters and Pronwry ercorporoks this design into the overaft a huts syrrsr"r. Before use, the bu4ding designer must verify the bppycrtbT�i 1m a0dinst deogn. Bracing indrcoled is to prevenf buckiing ns of lodi,uduol truss "b and/or Cantu only. Addifionol temporaryand pern-roo rient bracing 1 ek is atuvoys YeQuinsd for senoity and to prevent coforne Min possfivief penorrust frriM and property drenomfr_ Few gentrou guidance, regarding the 7777 Greenback Lane tour oofiou, SionsgsrL dervey. erecflon and bracing of trusess and truss systems, see AN$ppII QuattlyCriterd, DSS -89 and SCM gulldfing Component Suite 109 Satetylisformatese ovdiabre siom Truss Note Imlirule, 238 N, Lee Street. Svire 312, Aiexandrio, VA 22314, 44 17 16 15 3xlOMT20HS (.. 3x10 --:= 3x4 5-7.12 S-4.4 P-'ki-r' xs-1-a r—•r r r o Scale = 1:8T3 ex8 := 3x4 -.� 3x5 :::;:: 2x4 7x9 ==". 14 13 got ::: 3 GOADING (psf) SPACING- 2.0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 TCDL 18:0 i Lumber DOL 1.15 BC 0.63 BCLL 0.0 ! Rep Stress Incr Y � E 0.59 BCDL 7,0 Cade IRC20091TP12007 (Matrix -M) LUMBER- TOPCHORD 2x4 SPF No.2 'Except* Structural woad sheathing directly applied or 3-5-8 ac purlins, except 3-5' 2x4 SPF 240OF 2,OE, 7-8: 2x8 SPF 2100F 2.8E end verticals, and -0-4 as puffins (2-2-0 max.): 3-7. 5-7: 2x4 SPF 9854E 1.5E Rigid ceiling directly applied or 10.0-0 oG bracing, Except: BOTCHORD 2x4 SPF No.2 8-11-3 oC bracing: 16-17. WEBS 2x4 SPF No.2 1 Raw at midpt 2-78, 3.15, 4-13, 4-12, 6-12, 7-14 1-17, 8-9 REACTIONS, (lb/size) 17»232814-5-8, 9=2328/Mechanical iTe recommends that Stabilizers and required cross bracing M Max Harz 17=463(LC 8) be Installed during truss erection, In accordance with Stabilizer Max uplift 17--178(LC 7), 9=-182(LC 7) IttstaflatlC�n sde, 12 10 4x8 3XIO 3,6 '= DEFL. in hoc) IldefC Ltd PLATES GRIP Vert(LL) -0.1112-13 >999 240 MT20 1971144 VerbTL) -0.3012-13 >999 180 MT20HS 1481108 Horz(TL) 4.10 9 n1a nJa We;ight:. 258 ib FT = 4°lrw BRACINf - TOP CHORD Structural woad sheathing directly applied or 3-5-8 ac purlins, except end verticals, and -0-4 as puffins (2-2-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10.0-0 oG bracing, Except: 8-11-3 oC bracing: 16-17. BS 1 Raw at midpt 2-78, 3.15, 4-13, 4-12, 6-12, 7-14 1-17, 8-9 iTe recommends that Stabilizers and required cross bracing M be Installed during truss erection, In accordance with Stabilizer IttstaflatlC�n sde, FORCES. + (Ib) or less except when shown, 4-5-20361368, 5-6-2036/368, 0♦7-21--2036/368, 7-8-1662/301, 1-17--22881202,8-9=-22831213 BOTCHORD 16 -17= -4371356,16 -16=-21711420,14-15-14011647,13-14--14011647,12-13=-9612172, 11-12--7311278,10-11--73/1278 WEBS 2-16=-1046/79,2-15-221536, 3-15-354/75,3-13=-72/1033,4-13=-7341129, a 8-10-1611673 NOTES- 1) loads# for this design, B + heights); cantilever left and right exposed ; end vertical left and right expober 3) Provide adequate drainage to prevent water pending 4) Ali plates are MT20 plates unless otherwise indicated, rotation5) Plates checked for a plus or minus 5 degree 6) This truss has been designed for a 10O psf bottom chord live load nonconcurrent with any other live loads, 7) Refer to girder(s) for truss to truss connections. design9) "Semi-rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and of this truss. 10) Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord, f 5 .5 Av?iddNG •Ver}i'y dost pn pxremetz arsd pEkO NOTES (3N THIS e1A+0INCLUDED FBd€E!C r?,EFERANEE PAGE "r,7473 rev. OJQ +'201BEFORE USE, 4 Design vorid for use onN w0h Mleastii connec;toes this design .s hosed oniv upon poiernefers shown, and is for on indioduor bviid`i ng component, not , Nit a truss s`ysfem. Before use. Ines bu'scling designer must vssrf}r the oppfca latily of design pcarorneters and property Irico€porole thts design into the ovecati buioling deason. 9ncitugt do coled is to prevent buck, sun of individual t¢uss web and/c+ chord r�—rnaerx one. Ad« fiono! temporary and perrone+nt bracing � i �s otnays req,sured her siabrity and to prevent ectiapse Win posepte personal injum and pesperry damage. For general guidance regarding the 7777 Greenback Cana lob': a Wn storage, deck se;. erection and brucsng of trusses and truss s; sterns. see ANSI/Im Q'Ir" Cd aeba. M-81 and SCSI Batading Component 1 suite 109 Safety information ova iabre from (rues € rife inslitute 216 N Cee Street, Smite 312. Alexandria. VA 2.2314, } Citrus Heigitls CA 95 MM 5-2-14 8-1-4 8-3,0 8-1,4 7-4-13 Scale -1.81.0 5x8 2x4 i= 3X6 -=` 3x4 "' 5xe 3 1A 14 4 5 620 21 7 17 WOMT20HS iI 0 16 15 - 13 12 IV 300 3x6 -� WO 3X4 3x10 4x6 34 X SPACING- 20-0 Plate Grip DOL 1.15 Lumber DOL 115 Rep Stress [net YES LAII&II11AAAMM996" WE 0,65 LUMBER - TOP CHORD 2x4 SPF 240OF 2,OE 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPP No.2 WEBS 2x4 SPF No.2 REACTIONS. (ibisge) 17=232810-5-8,9-232$/Mecharsfca� Max Herz 17-464(LC 6) Max Uplift 17=-178(LC 7),9=-182(LC 7) Cst, DEFLin (too) loop Lid PLATES GRIP TIC 0,89 Vend -L) -0.11 12-13 >999 240 MT20 197/144 SO 0,60 Vert TL) -031 13-15 >999 180 MT20HS 1481108 WE 0,65 Horz(TL) 0,10 9 rife File (Matrix M) i Weight: 249 its FT O% --- -------- BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-2 DO purtins, except end verticals, and 2-0-0 Do puffins (4.2-15 max.). 3-7. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing, Except: 8-11-2 do bracing: 16-17, WEBS I Raw at midpi, 2-16, 3-15, 4-13, 6-12, 7-10, 1-17, 8-9 Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 db) or less except when shown, TOPCHORD 1-2-18161256, 2-3-2111/365,3-18--21721380,18-19=-21721380,4-19-217213$0, 4-5-2172/380, 5-6-21721380,6-20-20361368,20-21 .-2036/368, 7-21-2036/368, 7-8-16691301,1-17-2289/201, B-9--22841212 BOTCHORD 16-17=-4381354,15-16�--221/140714-15--14411632,13-14-144/1632,12-13=-95/2036, 11-12--75/1249,10-11-7511249 WEBS 2-16-1062178,2-15--22/535, 3-15-352/75, 3-13-7111042,4-13=-846/147, 6-13--401274, 6-12-10571156, 7-12-10511433, 7-10-1017185,1-16=-6211762, 8-10--1411654 NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05� 105mph; TCDL-10,8psf; SCOL-4.2psf; h-1511; B-45ft; L=43ft; eave=5ft; Call. q; Exp C� enclosed; MWFRS (all heights): cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 3) Provide adequate drainage to prevent water pending, 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 7) Refer to girder(s) for truss to truss connections. 21it 9" oint(s) except Ot=ib) 17-178, 9=182 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. January 7,2016 WARNING - NOTES ON THIS AND INCLUDED ANTEK FIEFERANCE PAGE W -7M rev, Iwilosirals BEFORE USE: ) cornponent, not zf�pcm Parameters sho,,n, and is rof on indioduct buidirn Desi fy fl�e opickass , f design poranysters and property incorporate this denign into the ovoott on vcf4d for use only Wth Wenit, conne0ars, Ibis design is boyed on 0 ,,so system before use, the Widlilg designer must vrei buirafing dentin. bracing kidicared V to prsoenl buckling of hdtvidud truss web and/or chord members onty. AdditiynW temporary and peorronern bracing 1 is o1ways requited for stotaRity, wrd to prevent coropor syllh possese rueforiol injury and property domoge, For stentnai guidance, regarding the 7777 Greentsack Lane raericatIorl, storage, delivery, erection rand bracing of twynifs and 1runsysterns, see ANSUrTI'll crumittitofteda, OSS -89 and SCURuilding Component sune firs sofetirmtermation oyarobse frino T,Vys burs, insulate. 218 N. Lee Street, Suite 31'2, i0exondriss, VA 2231k 1 -11-1-1-1--- - - --------- e � 3x4 -: 19 i8 17 16 15 14 13 3x4..;: 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 115 TCDL 1&0 Lumber DOL 1,15 BCLL 00 Rep Stress Incr YES BCOL TO Code lRC2009fTPl2007 CSL DEFL. in (loci Veep Lid TC 0.27 s Vert(LL) 400 10 nir 120 Be 0.08 ; Vert(TL) 400 10 n/r 120 WB 0.05 1 Hore(TL) 0.00 12 Did his (Matrix) 12so 6,6 Weight59 tb FT - 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc puriins (5.0-0 max ): 4-9. OTHERS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 10-0-0 oto bracing M7ek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 24-5.7. (lb) • Max Horz 1=35(LC 6) MaxUplift All uplift 100 tb or less st joints) 1, 12, 2, 11, 16„ 15, 19, 18, 14, 13 Max Orav Al! reactions 250 ib or tens at joint(s) 1, 12, 2, 11 except 16.433(LC 11), 15-434(L 12), 19 s328(LC 11), 18-474(LC 12)= 14-473(LC 11), 13-322(LC 1) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (db) or fess except when shown. WEBS 6-16--377166, 7-15=-378167, 3-19=-285146, 5-18-w418/85.8-14-_415/85, 9-13--275/42 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-05:105mph; TOOL-10.8fisf; z Lumberheiqhts)� cantilever left and right exposed; end vertical left and right exposed; grip DOL -160 3) Truss designed « loads in the plane of the truss only. For studs exposedt Gable « Details as applicable, or consult qualified building designer as per ANSIITPI 1, drainage4) Provide adequate 5) All plates are 2x4 0 unless otherwise indicated. continuous6) Plates checked for a plus or minus 5 degree rotation about its center, 7) Gable requires ! Gable 9) This truss has been ! si load nonconcurrent with any other live loads, Ampit-4-i gA. viiii # « ! 11) "Semi-rigid prichbreaks with fixed heids" Member f fixity model was used in the analysis and design of this truss, 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consultbuffIfing designer, 13) Graphical purfin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, WARNING . vortry daetge mrour Crus and READ NOTES AN TMS AND INCLUDED TEtt REFERANCE PAGE AM -7473 rev. 3QiU�F7d#56 BEFORE USE:. Design voii d for use on°V avith MrTesta connectors, this desan 4 based on, , upon barometers shown, and is for on indiodua3 building component, not a truss system, Before use, the buirding designer must veikt the oppficobi,ty of design gararneters and prbpeiPy incorporate the design into the overcai building dengn, Bracing indicated is to prevent buchgog of 0,dividursi truss web and/or chord members astir. Additional terresou ry and permanent bracing is o1weays regained far stab3iFy and $a € reavent cadkrioe wilt poi sibte pemo of injvey and prop sly deforoge, For genies/ guidance regarding the fcabcicoVon storage, delivery, teection mid bnxcing of trusses and /aria syxternr. see AN$1/1fIt Density Culotta, D55 -IT? and SCSf Sending Component safety inforthation aavoirobje From truss Plate Sras?,trate. 248 N. Lee Street, Suite 312, Atexorrdro, VA 22314. January 7,2016 E� mmm 3*1 ',7` 15 14 13 12 11 10 3s4 "' 14 . .......... LOADING lost) i SPACING- 2-0-0 i CSL DEFL. in (lor) Vdefl Ud PLATES GRIP VerfiLL) 0,00 9 mfr 20 i TCLL 30.O Plate Grip DOL 1,15 TC 0.27 IMT20 197/144 TCDL 18,0 Lumber DOL 115 BC 0,12 Vert(TL) 0,01 9 mr 120 BCLL 0,0 Rep Stress Incr YES WS 0.06 Horz(TL) 0.00 8 File Isla BCDL TO Code IRC2009rTPi2007 (Matrix) Weight 67 lb FT - 0% - -- - - ----- LUMBER- BRACING- TOP CHORD 2sr4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 Do puffins (6-0-0 max,): 3-7. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MjTBk recomFnends that Stabilizers and required cross -bracing—,-, be installed during truss erection, in accordance with Stabilizer REACTIONS, All bearings 22-11-9. (1b) - Max Herz 2=76(LC 6) Max Uplift Ali uplift 100 in or less at joints) 2, 12, 13, 11, 15, 10, 8 MaxGlav Ali reactions 250 lb or less at joint(s) 2, 8 except 12-443(LC 1), 13=472(LC 12),11-472(LC 11), I 5=415(LC 11j, 10-4 1 S( -C 12) FORCES, (lb) . Max. Comp./Max. Ten. -All forces 250 (Ib) or fess except when shown. WEBS 5-12-383/68, 4-13-417/77, 6-11--417/77, 3-15--333)47, 7-10--333147 NOTES. 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7.05; 105mph; TCDL-10,8psf; BCDL=4.2psf,, h=15ft; B=45ft: L-2411; eave=4ft; Cat, Ili Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed', Lumber DOL -1,60 plate grip DOL=1 .60 3) Provide adequate drainage to prevent water pending, 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2,12,13, 11, 15, 10, NOO 0 a. X/ 9) "Semi-rigid pitchbreaks with fixed heets" Member end fixity model was used in the analysis and design of this truss.0 Pk, HPOA. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. - 0 - - - --------- -_ ----- -- A WARNING - Vadify design parameters ani! READ NOTES ON INISANDINCLUDIELILATEX REFERANCE PAGE W.7473resr, I"V2016 BEFORE USE. Design valid fix use only vath ofilsssS connectors. This design a based onl upon, pons",ters shown and is for on individual building component, hall i a truss system. serve use the boilding Ososig`W Mist veiny the 0sissikobi ly of deOgn pararriefers and propexis, incorporate firs design into me over00 bdidingdesigrz Bracing mcncisrted is to prevent buckilng of rmaviduor truss web ondh:srC.hofd members only Addftnoi hessisonsu, and premonent bracing MiTek' is onvoys required for stabOy and to prevent collapse Win sissarbte iornsonoi sniury and property damage. For geneaft guidonce ndssodng the 7777 Groorressiss Lane 4ob6co�orj, sioage, detiverr, eorc1isamand brocing off"ses and frusssyster'nS, see AN$t/TPII Quortly Catedo, OS8-89 and ACSiffullding Component Smote 109 Safety Information ovo4isbs-, Imam Psons imllfvte� 218 N. Lee Street, Ssfile 3Q, Atexondria VA 223l4 Information ...._...... _ .._ _ . ........ t,3 o ._ m____ 1 E, ___j .6..p 6.6.0 1-5.8 3x10 i., 22 2.1 20 18 18 17 16 15 14 3x90 i! so plate .Offsets t Y)..- (2 !..4 "11 0 2 2,0,2A,11 LOADING lost) SPACING- 2-0-0 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05, 105mph; TCDL=10.8psf; BCDL=4 2psf; h= i5ft; B=45ft, L=24ft; cave=2fl; Cat. lt; Exp C; enclosed; MVVFRS (all DEFL. in floc) Vdefl Lid PLATES GRIP TELL 30.0 Plate Grip DOL 1.15 TC 0.19 i Vert(LL) -0,01 13 stir 120 { MT20 1971144 TCDL 18,0 Lumber DOL 1.15 BC 0.03 Vert(TL) 402 13 ntr 120 BCLL 0,0 Rep Stress lncr YES W8 0,04 3 Horz(TL) 0.00 12 nia nia BCDL 7,0 Code IR02009ITPI2007 (Matrix) Weight: '70lb FT = 0°a':+ LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 on purlins. BOTCHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oe krraotng OTHERS 2x4 SPF No.2 MiTak reoommends that Stabdtizer$ and required cross bracing l SLIDER Left 2x6 SPF 210OF 1,6E 1-4-9, Right 2x6 SPF 210OF 1.8E 1-4-9 be installed during truss erection, in accordance with Stabilizer REACTIONS, Ali bearings 13-0-0. (lb) - Max Harz 2=157(LC 6) Max Uplift All uplift 100 to or Bess at joints) 2, 12, 19„ 20, 21, 22, 17, 16, 15.14 Max Grav All reactions 250 Ib or less at joints) 18, 19, 20, 21„ 22, 17, 16, 15, 14 except 2=302(LC 1), 12=302(LG 1) FORCES. (lb) -Max, Comp,lMax. Ten, - All forces 250 (to) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05, 105mph; TCDL=10.8psf; BCDL=4 2psf; h= i5ft; B=45ft, L=24ft; cave=2fl; Cat. lt; Exp C; enclosed; MVVFRS (all heights), cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSnTP1 1. 4) All plates are 2x4 MT20 unless otherwise 'indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12., 19, 20, 21, 22, } Or 17, 16, 15, 14. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint($) 2, 12.• "Semi-rigid in design of this truss. eaere+rsese p . y. 11) pitchbreak$ with fixed heels" Member end fixity model was used the analysis and 766 *a *+ ++° / °f l 1 __ _ _.__ ---- I WARNING • V�,Yy dasdgn Rimm.#ars and READ NOTES ON VWS AND fNCLedFO ffFEX REFERANCE PAGE Wit -7473 rev. IWO1 015 BEFORE USE. € Design valid for use onM v0th MJekS cotnnec"rata. Tha design ;s based op3y upon paramerson shovai and is far corn individual building component, not a truss systern. Sctone use, fhe bu tding deft gniff must ver4fy the cappgcob`E"y of design iiworneters and properly, xsccurarroes this design info the oveacaii lo,Adirg design, fivacnng indicated is to prevent buckffng of indNaduaf trvss "a and/or chard nrefrbsxs only. Addiflonci morriwary and permanent bracing ,is onvoys required for stabifin, and to prevent canopy cutin possible personal injury and properly damage, For geneest guidance regae ing the fabrication. &fora e, deSom erectkt n ons} �ocin of trusses crud truss s osterms, see dimity g p 3 7777 Orseratzack Lane g y.. g } ANSt/TAt1 iduo EMerGn. 058.84 and SCSI &uNdtn Component r Suite 109 Safety Information avaati#ble from ;'rocs Male (nsrTute. 218 N. Lee Street, Suite 312. Atso, arrd6 a, VA 22314. Cilias Het htx C 3-3-5 3-2-11 3-2-11 3-3-5 M 8,8 := SX8 LOADING (par) i I SPACING- 2-0-0 CSL TOLL 30,0 Plate Grip DOL 115 i TC 0,36 TCDL 18,0 Lumber DOL 1,15 BC 0.31 BCLL 0,0 i Rep Stress incr NO WB 0,45 BCDL 70 I Code IRC2009fTP12007 {Matrix -M) LUMBER - TOP CHORD 2x4 SPF No,2 BOT CHORD 2x8 DF 195OF 1.7E WEBS 2x4 SPF No,2 WEDGE Left: 2x4 SPF No.2, Right: 2x4 SPF No,2 REACTIONS. ittersize) 1-878910-5-8, 5=878910-5-6 Max Herz 1-128(LC 6) Max Uplift1=-678(LC 7), 5-678(LC 7) FORCE& Comp./Max, Ten, -All forces 250 (to) or less except when shown, TOPCHORD 1-2--95671773,2-3-94061825,3-4-94061825,4-5=-95671773 BOTCHORD 1-7-57817814, 6-7-36015582 "=-578t7814 WEBS 3-6--45615450, 3-7�45615450 4-4-a DEFL. in (loc) ildeft Lid Vert(LL) -0,07 6-7 >999 240 VerbTL) -0,16 6-7 >994 180 Hor,z(TL) 0,02 5 WE n/a um� PLATES GRIP MT20 1971144 Weight: 217 to FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 up bracing. NOTES - 1) 3-pty truss to be connected together with I So (0 131 `xW) nails as follows: Top chords connected as follows: 2x4 - I row at 0-7-0 oc, Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc Webs connected as follows� 2x4 - I row at 0-9-0 Go, a a aPN-piiVe-,~,4 q*ttp;�-q%4WA4F) connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design, 4) Wind: ASCE 7-05; 105mph� TCOL=10,8issf� BCDL-4,2psf: h-15ft, 8=4W L-24ft: eave-4ft� Cat. 11; Exp C; enclosed, MMRS (all heights); cantilever left and right exposed; end vertical left and ngbt exposed; Lumber DOL -1,60 plate grip DOL=1.60 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 par bottom chord live load nnconcurrent with any other live loads, a_qht 5=678. 8) Girder carries tie-in spouts): 47-7-8 from 0-0-0 to 13-0-0 9) "Semi-rigid pdchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced}: Lumber Increase -1,15, Plate Increase -1 Uniform Loads (pff) Vert: 1 -3 -96,3 -5 -96,6 -11 -1256(F= -1242I A&, WARNING. Vo6tydafiat parameters and READ NOTES ON THIS AM INCLUDEDW 11SK REFERANCE PAGE Wpfcirov. 1010312015 BEFORE USE Design valid for use only YvIth FAiree* conneclon, This design is based an uban parameters Orown, end Is for an indryiducif buloiinqf component not a Bruns syslern, Before use agne the buitding smr mrisl ve4fy the appitcakultyof desg;n poramisten and propesp incorporote this design into the overssii ouitding design, foocing indicated is to pneent buckfing of individud enss web and/se chord erembers onSy, Addifirind temporory mid permstrenr bracing as rstvsays required for 00UNly and to prevent collopse math possfibie personoi intury and property darnoge, For generof guidance regarding 1he trfbrrcssIion, stwage, cieNery, eseclion and brocirV of trusser one truss sYsIerns see ANSI/11,11 Quality Cittiora, D$0-69 and SCSI Ovindifirg Component Safety Information January 7,2016 i..,..2 D _m... , , , i_...a..19.2, 0 ... 684 02D 6•4 8.9 12 2x4 i# 4;'x6 :; . 2e4 ?. 4x4 ;:::-.. 3ztl} =:;. 3x9Ci -:;�: 2x4 ,t ___ ------- Riau Offsets (X),3 0 4 110 1 �9 ti 3 8 1 sj ,..,,e,_ _CS#.___... ,0EFL. ::�.. ..4tdefi_.m.LID t. SPACkNC.a. 2-0-0 in LOADING lost) (too) PE.Ai'E� GREF* TOLL 30.0 Plate Grip DOL 1.15 TO 03.41 Vert(LL) -0.09 10-12 >999 240 MT20 1971144 TCDL 18.0 Lumt er DOL 1.15 BC 0.26 Vert(TL) -0.99 10-12 >999 180 BOLL 0,0 Rep Stress lncr NO WB, 0,44 1 Merz(TL) 0.02 8 rile n/a Weight 269 to FT 0% BCDL 70 Cade iRC2009/TP12007 i (Matrix M) LUMBER BRACING- TOP CHORD Structural wood sheathing directly applied or 6-00 Dc purlins, except TOP CHORD 2x4 SPF No,2 end verticals, and 2-0-0 no purlins (6-0.0 max.): 3.7. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. BS 20 SPF No.2 REACTIONS. (Ibis ae) 8=2707/0-5-8, 13=277710-5-8 Max Harz 13=260(LC 4) Max UplA8=-453(LC 4), 13=-488(LC 7) FORCES. (lb) • Max. Comp./Max. Ten. -All Torres 250 (ib) or less except when shown. TOP CHORD 2- =«34681622, 3-14=-38.231719, 4-14--3824/719, 4-15=-38231715, 5-1 5- -3823171 9, 5.16»-3823!719, 6-16-3823/719,6-7=-2968/572, 7«8`-22531356, 2.93=-27671522 BOT CHORD 12-13--2901286,11-12-528/2730,10-11--528/2730,9-10--S40/2968 B 3-12=-190/670,3-10-21011430,4-10=-3,44/101, 6-10=-18211064, 6-9=-957198, 7-9-611/3610, 2-12=-358/2554 NOTES- 1) connectedr (0.131`0") nails as follows: chordsTop follows:0-9-0 . Bottom chords d as folloggered follows:Webs connected as Y .y y f y connections have been provided to distribute loads noted 3) Unbalanced roof live loads have been considered for this design, ♦i y exposed; y vertical left and right exposed; pending.5) Provide adequate drainage to prevent water checked6) Plates for a plus or minus 5 degree rotation 7) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurient with any other live loads, es hip end with 0-0-0 right fsetback. e Girdercarry y is ; .. analysis and design 11) Graphical puffin representation does not depict the size or the orientation of the purfin along the top andlor bottom chord. 12) angelfig onnection device(s) shall be provided sufficient to support concentrated load(s) 495 to down and 129 lb up at y. chord, -0-0 on bottom The designtselection of such connection iresponsibility others. LOAD CASE(S) Standard y -IR Pune-Fitcrease-1 .15 WARNING. warn, deals. parameter. attd READ NATES ON THIS AND INCLUDED Whg< REFERANGE AA6E M04473 rev. 10/03,2016 BEFORE USE. Design vailci for use orgy with MrTer* connectors TPts designs is basad oni npon parorneters shove+, and is for an individual butseng component, not a truss sysleff, Before use cws the buipli g deegnes ri verify tate orxlaFcabi,ry of design pararneiers and taope4*J jacorpsraate 'his design into the rsveroll boding ded gn. Bracing oof€cofed is ro Prevent buckling of indwiduar truss web andfcr chord nwmbe n and Addttsonce temporary and pesmsanent brae}ng is atwoys required toe stabldty and to joevent coiuspse WPar pe5ebk% personal iniunr and prastxerty damage. For general guidance regarding the fabrication, storage, deirvery, erection and b rscsng of trusses and truss systems.. sea ANSI/TPtt Quality Criteria, DS6-84 and 6CS16u4ding Component Safety information avo'vtable hewer Truss Plate tns.ifute, 2" 8 N, Lee Sifeet. Sudea 312, AieXOndust. +"A 22314. January 7,2016 LOAD CASE(S) Standard Uniform Loads (pff) Vert: 1-2=-96, 2-3=-9Fi, 3-7=-48(F=48), 12-13--14, 8-12=-159(F=-145) Concentrated Goads (tb) Vert: 92=-495(F) WARNNG > V desen pluarmsters and READ NOTES ON INS AND INCLUDED OTEK REFERANCE PAGE 7477 rev: IOM312015 BEFORE USC +Design v¢ntid for use only Wei luirehv cannectom the etes?Lyn is based orr� upon psrometer< shover, and is far a rr intautmuor bUtding cornponent not ! a 4Idt rtss system, Setore use, rhe building deagree must verity the arpsoabt ty aB deign arad xvetrers and property incaarparatec the deegn into the ovelo, *�r budding dsesign. 3ecacing krdtccofsd is to prevent d.rckling of indluldvol truss ymb, and/or chard friersasers ontio Addt€ons€ ninnicvrasy crud permanent bracing i d ,s always nnsvied for stability and to prevent c lotapse vyth pass+tales pe*rs<srAai+ni.:ary and r"olowly drimoge. for general Guidance regarding the � io ncotion. storage delivery, e€eclism and bracing o€ twswn crud truss systems, see ANS11TPtt QuoSty Criteda, p51-89 and SCSI SuMmia Component 1 ]777 Greenback Lane Sue e 5039 Sotettitnfisidn flon «vara€iks €€oln truss sidle institute. 2l8 N, LeeStreet, Suite.3Q ASexandrer, VA 22314. 1 Feagfsts GA„JS I z tag ...... ... -- - ----- ----- __'_ !!:!kA_ ------- 2-0,0 6-1-8 1x10-8 , 5-10-4 6-0-0 6-1-12 2X4 E! 3X6 4X6 " Wll= 602 i� 2.6 � � rise = U12 MT20HS= 8X8 "'n 1000 = 6X6 l LOADING (psf) SPACING- 2-0-0 CSI, s DEFL. in (loo) Wall >999 Lid 240 TCLL 30.0 Plate Grip DOL 1,15 TC 0,97 Vert(LL) -0.19 12-14 TCDL 18.0 Lumber DOL 115 BC 015 Vert(TL) -0.4212-14 >736 180 BCLL 0,0 Rep Stress Mer NO j 0,92 s Horz(TL) 007 10 n/a File BCDL TO Code IRC2009fTP12007 s (Matrix -M) LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1,8E *Except* TOP CHORD 5-7: 2x4 SPF 165OF 1.5E, 7-9:2x4 SPF No,2 BOT CHORD W OF 1950F 17E BOT` CHORD WEBS 2X4 SPF No.2 *Except* 9.10: 2x6 SPF 2100F 1,8E, 9-11: 2x4 SPF 1650F 1,5E SLIDER Left 2x6 SPF 2100F 1,8E 2-0-0 REACTIONS. (lbisize) 2=11729/0-5-8,10-1451410-5-8 Max Horz 2-310(LC 6) Max Uplift 2- 1 837(LC 7), 10--1728(LC 4) FORCES, (In) -Max, Comp.tMax, Ten, -All forces 250 (to) or less except when shown TOPCHORD 2-3-8294/1254, 3-4-1652712567, 4-5=-1598212320, 5-20--1613611943, 20 -21-1613611943,6-21=-1613611943,6-7-16136/1943,7-8--16136/1943, 8-9-12102/1412,9-10=-12407/1370 BOTCHORD 2-15--2139/13206, 14-15=«2 1 3911 3206. 13-14--1990/13714, 13-22-1990113714, 12-22--1990/13714,12-23-1386/12102,23-24=-1386112102, 11-24=-1386/12102 WEBS 4-15=-7221665,4-14=012048, 5-14=-1148/5092,5-12=013571, 6-12--562/117, 8-12--75715713, 8-11=-4699!652, 9-1 1=-1851/17000 191233MM PLATE$ GRIP MT20 197/144 MT20HS 1651146 Weight: 555 lb FT = 0% Structural wood sheathing directly appile end verticais, and 2-0-0 Do purfins d ceiling directly applied or 10-0-0 on bracing, NOTES - 1) n/a 2) 3 -ply truss to be connected together with 10d (0,131'x3") nails as follows: Top chords connected as follows� 2x6 - 2 rows staggered at 0-7.0 oc, 2x4 - I row at 0-7-0 oc, Bottom chords connected as followrs� W - 3 rows staggered at 0-4-0 oc. Webs connected as ft d at 04-0 on, Except member 14-4 2x4 - I row at 0-9-0 oc, member 14-5 2x4 - I row at 0-9-0 oc, member 5-12 2x4 - I row at 0-9-0 do, member 6-12 2x4 - I row at 0-9-0 oc, member2x4 - I row at 0-9-0 oc, member 8-11 2x4 - I row at ad, member 9-11 2x4 - I row at 0-9-0 Do, k , face in the LOAD CASE�S section. Ply to ply otherwise Indicated, eave=4ft; Cat. il� Exp C� enclosed; MWFRS (all bar DOL -1,60 plate grip DOL -1 �60 8) Plates checked for a p s or in nus agree ro tonttu 9) This truss has been designed for a 10,0 Pat bottom chord live load nonconcurrent with any other live loiads 10) Bearing at joint($) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula, Building designer should verify capacity of bearing surface, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upfift at jorrifts) except 0=lb) A WARNDVG- aesydafirriparameters and READ NOTES ON TNS AND iNCLUDEDANTEKREFERANCE PAGE W14473""', 10103/2M BEFORE USE, Design valid fts use oNy v,Aflo MiTekill) connssc#ou This design is based sotty upon parameters shown, onla is for an individual bvisding component. not a triss system Before use, the builtdingdeegreo must veifN the app§cobility of deogn parameters and loypeny tonpaste this design into the ovenllfl buil,�sf design Bracing Bursted if to prevent bucking of indMduol truss web and/ear chord members anty. AdrMsssrrol renriossfarr end permanent btaclng it onverys,equited for stribifity and io prevent coroone, with possible personal lntury and property porridge. For general guidance regarding the ftsictication, storage. de4Nerc erection _ton and bracing tr'misses and tans systems, see ANSI/TP110vaMVC*ed*,DSS-$?and SCSI Bv#dimOCOmPOnOnt $oterylotcirreation ovatante rom Truss Note in flute. 219 N. Lee Street. Suite ZflI A*xoroeef, VA 22364, January 7,2016 P9, 7777 Greenback Lane Suite 109 NOTE$- 12) "Semi-rigid pitchbreaks with fixed heeW' Member end fiXdY Model Was used in the anallyins and design of this truss, 13) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 14) Hangerle) or other connection desicre(s) shaft be provided sufficient to support concentrated toad(s) 4158 Its down and 1403 Ib up at 6- I-fi, 1900 to down and 156 lb up at B-0-12, lg0Q Ib down and 155 to up at 10-0-12, 1900 lb down and 153 to up at 12-0-12, 1900 to down and 152 to up at 14-0-12, 2314 to down and 190 to up at 16-0-12, 2314 lb down and 190 to up at 18-0-12, 2314 lb down and 190 to up at 20-0-12, and 2272 to down and 184 fb up at 22-0-12, and 2246 to down and 483 lb up at 24-0-12 on bottom chord, The desitiniselection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Regular: Lumber tricrease-1,15, Plate Increase -1.15 Uniform Loads (plf) Vert: 1-5=-96,5-9-96,10-16--14 Concentrated Loads (to) Vert: 13=-I 900(F) 15=-4158(F) 14-1 900(F) 12--1900(F) 11 =-2314(F) 22-19W(F)23--2314(F)24=-2314(F)25-y2272(F)26-_2246(F) A wARaallo. vvnirydesign parameters and READ NOTES ON TWS AND hYCLUDEDNaTEXREFERANCE PAGE AOI -7473 rev, 10103,2015 BEFORE USE, Design valid kx use orrivMth ioffekd, connectors. Thrs design is breed On� upon POMMetem ShOvOl, CT,d is key ars indivldvo� busdsa) component, nol EE as utas sysjehi. Before me, the building designer must verily the opleticabi4y, of design parameters and propefly incorporole t) is ditign into the overallbv'ifding devIgn. reacing indicated a to prevent buckling of indMduat truss web and/or chord members ontV. Addrionoi tenasonwry and fass-mooent brae ng MITek' is rs4w ys keqOred tor stocitly and to prevent cogapse Mir prissibie panonai injury and property damage. For treneras guidance regading 4hrs 7777 Greenback Lane fabiicaficsn, Ow. age, rJeWery, fhedton and balcing of truster and tms systems, see ANSI/TMIGIa 'n'Crifieft, 0$5.09 and OCIFI livildhIg COmIss'"'"d State log Safety information avoitable harry truss PiatetnstiVe, 2t8 N, Lee Street, Suite,1i2. Aieandria, VA 2.3'tS 4.-2..3 4_2.:3 4x4 :: ;. sxa 2x4 : n . :.� .-..CS1 , .� ., .. GRIP �.._ 2-0 DEFL. LOADING (p � -0.0 CSI, DEFL. in loc} (5-6 � � LATES fi 21.- 3t? Q PlateCING �1Qt "a � 6.011 Viii TCLL Grip T20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 6.15 5 Vert(TL) -0,02 5-6 >999 186 BCLL 0.0 Rep Stress Incr NO WEI 6.11 Horz(TL) -0,00 5 Fria n/a SCOL 7.0 Cade IRC2009ITP12007(rix MatM) Weight 50 Ib FT 0% -------- - ..__LUMBER- LUMBER-BRACING- TOP CHORD 2x6 SPE' 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SPE No.2 end verticals. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 166-0 oc bracing MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lbt'size) 7=69410-7-6,5-358/Mechanical Max Harz 7=256(LC 4) Max Uplift 7- 290(LC 7), 5=-251 (LC 4) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-675/301, 2-8=-3611294, 3-8--2951208 BOT CHORD 7-10--2527119, 6-10-252/119, 6-11--3121305, 5-11 =3121305 BS -6=-2981400, 3-5--2831304 NOTES- 1) Wind: ASCE 7-05; 105mphe TCDL-10,8psf; BCDL=4.2psf; h-1511; B-45ft, L-24ft; eave-oft; Cat, If; Exp C; enclosed; MWFRS (all heights), cantilever left and right exposed; end vertical left and right exposed, Lumber DOL-1.60 plate grip DOL-1.60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads,. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joints) except 01-1b) 7=290, 5=251. 6) "Semi-rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection classicists) shalt be provided sufficient to support concentrated loads) 91 lb down and 130 Its up at 2-9-8, 2-9-8, 122 ib dawn 145 to up at 5-7-7, and 159 Its down and 181 lb up at -7-7 on top chord, and NDO Ll 67 to down and 179 Ib up at and and 18 ib up at 2-9-8, and 15 lb down at 5-7-7 on bottom chord. The designtselection of such connection device(s) is the responsibility of others*; front back (B). j° { 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as (F) or #• LOADCAS(S) Standard} 766 1) Regular: Lumber Increase0.15, Plate Increase-1,15 e iiY+ eat Uniform Loads (pit) Vert 1-2-96,2-4=-96,5-714 Loads + o Concentrated (lb) Vert: 8-131(F=67, B-64) 912(F-18, B--30)�*.-�.�++" NA- January 7,2016 WARNING - Vied, design paramerars and READ NOTES ON THUS AND UNCLUOED WTEK REFERANCE PAGE bib 7475 rev,. 1OV034015 BEFORE USE, Design vola d in, use oNy wattt mffee& connector This design is dosed onespvn psrametes shown and ss for an indindua@ bulFdhg component. not sa tn.+ss system, Before use the kae iding saesigner must verify the onsfi .ohn at design pa nimetrers and property i ncorponse, this design into the dvisor temporary" and bracing ; xi building derign. Bracing tndicrrted is to Wesvest buck§ing of indtimiduaf truss web sand/or chord members onry. ,Additronal Permanent ;s a;wu ys Yegvioni tar slabilRty and to rs ts,ent cass lose Mir posotsks personal injury and propenty damage. For genesrre guidance recording the I 7777 Greenback Lane tat naca#ton, Orw age, dstrive iy, erectkin and bn acing of Russet and tuns systerras. see: AMSiftf 11 Quality Crtteto, 1}56-84 and 6CSi 6uOdtng Component � Suite 4199 Solely informa#ton ova4a fe frau¢ mass Note 4nstikAe. 2tir N i.ee Street, safe 3i 2, Alexrtndnsr VA. 2"23334. I cilru r ni Z -U-0 -_u-V -1. - MWOMEEM 4xii 2f4 1 1 4X8 14 602 MT20HS LOADING (psf) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCDL 18.0 Lumber DOL 1,15 8CLL 00 Rep Stress Incr NO BCDL 7O Code IRC2009/TPt2007 LUMBER - TOP CHORD 2x4 SPF NO,2 BOT CHORD 2x6 SPF 210OF 1,8E WEBS 20 SPF No.2 REACTIONS. (lb/size) 14-219610-3-8,10-219610-3-8 Max Herz 14-200(LC 6) Max Uplift 14-703(LC 7), 10--703(LC 7) 6X6 US 6X6 IV 602 MT20HS CSL DEFL. in (loc) Udell Lid PLATES GRIP TC Or52 Vert(LL) -0.0612.93 -999 240 MT20 1971144 BC 9.26 Vert(TL) -0.1312-13 >999 180 s MT20HS 1481108 WB 031 F Horz(TL) 0,04 10 nta rise (Matrix -M) Weight: 114 to FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-10 DO purfins, except end verticals, and 2-0-0 oc purlins (3-8-6 max.): 4-6, RUT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, rids that Stabilizers and required cross bract be installed during truss erection, in accordance with Stabilizer unstistialidn,guidg- — ------ FORCES, Comp,/Max. Ten, -All forces 250 (lb) or less except when shown, TOPCHORD 3-4-24281896,4-15--23811916,5-15--2382/916,5-16-23821916,6-16--23811916- 6-7=-24281896,2-14=-436/218, B-10=4361218 BOTCHORD 13-14-51411749,12-13-530/1972, 11-12--498/1972, 10-11 =-438/1749 WEBS 3-13--1021414, 4-13-259/600,4-12-235/702 6-12-2351702, 6-11-2591602, 7-11 — 1021414, 3-14=-2416/716, 7- 10-24161716 NOTES - 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-05� 105mph; TCDL=10,8psf; BCDL=4,2psf, h-15ft� 8=45ft; L=24ft; eave=4ft� Cat. fl� Exp C; partially; MWFRS (all heights); cantilever left and right exposed � end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=160 3) Provide adequate drainage to prevent water pending - 4) Alt plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 5 degree rotation about its center, 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurren t with any other live loads, exce t 't=lb 14=703, oil IN1911 i LOAD CASE(S) Standard A WARNIBG, Vetrity, design parameters and READ NOITS ON TMS AND INCLUDED WMK REFERANCE PAGE WF7473 rev. 101034016 BEFORE USE, Deg onporometers showl,n a vatid for MSP 001 with conneciam This design is cased onrupon d is tar an jnd�,nduot buMng a ornponenl, not 0 tss system, Seftxe use, the b0ding designernust ve6n, tire appricoolty W design Parameters and prorieffy kns' Ousorole this design in10 the OvWOU buiding design. teocinvindicssted is to prevent bucUng of hdhAdnol truss web on djor ctowd members only. Addifirmat lemrswwy and permanent bracing v always requed on slois,Wn, and to prevent ceNapse Win poptae penrinat iniury and prostiely domage, For generW guidance regording true fobricsitiwi storage, deWery, erection and bracing of ;cusses and truss sYtne"Is, see ANip/rPh Quality Critaria, Ds1r89 and SCSI infilding Component Safety information avoiiable from Truss Plate tmMute, 216 N, Lee Street, Wte 3Q, Afexorrsida, VA 241,114. January 7,2016 LOAD CASE(S) Standard Uniform Loads (pff) Vert: 1-2-96,2-4=-96,4-6--48(F=48),6-8=-96,8-9=-96,13-14=-14,11-13=-159(F--145), 10-11=-14 Concentrated Loads (lb) Vert: 13=-495(F) 11--495(F) GesiW,� vaild for use onty Mrs M,ef* connectors, This deagn n basad vsn� upon Parameters sho"m one is for on nidtvidurd puskling component, nob a truss system, Before use, the bulvdird; designer must verify the oprificabsoty of design posorneWis and propertyincorporohir rhis design iruts, the overorl bui(dng deOgn, reacrng adis-rited is to prevent bocUng of individush truss web ondisor chord members onN, Aspetlymoi pinVotosy and permanent bracing k WARNING - Verify design Pswasmitarns and READ NOTES ON TWS AW mictuvED, w'rEK REFFRANCE PAGE MI -7473 rev. 1017"016 BEFORE USE, is always required pri siatrMy and ir, pusvent coltopse vidth frosvilere pen nal injury and property damage, For general guidance regarding the Fabrication, Vonstie, cl&very, emotion, and bmsvng of trusses and truss systems, see AN 11 Quality Criteria, 0$849 and SCSI givillsibig Component 7777 Greenback Lane N Suite 109 Safety Information avosvoperfrom Thns Note fnittnAin 288 ri, Lee Steer. Suite 312 Aresuynd,17A M) 4, Orshis neffarts, CA 45 mm d'a z6X6 _:. 105 24 ti 4x4 w 3X4 418 2X6 It LOADING lost) SPACING- 2-0-0 TCLL 300 Plate Grip DOL 1,15 TCDL 18.0 Lumber DOL 1AS BCLL 0,0 Rep Stress Incr YES BCDL TO Code iRC2009/TPr2007 LUMBER - TOP CHORD 2x4 SPF 240OF 2,0E *Except* 2-3: 2x4 SPF No,2, 3-5: 2x4 SPF 1650F 1.5E SOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No. *Except* 1-10,4-6: 2x6 Sop 210OF 1,8E • CSL s DEFL. in (Ioc) Vdefl LID PLATES GRIP TO 0,90 I Vert(LL) _0.10 6-7 >999 240 MT20 1971144 BC 0.35 I Ved(TL) -0,21 6-7 >999 180 WB 016 Horz(TL) 0.02 6 n1a file taialfix-M) i Weight: 94 to FT - 01% BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc Pullin$ (5-11-11 max.): 2-3, BOTCHORD Rigid Ceiling directly applied or 10-0-0 no bracing, MrTek recommends that iis—rs-s' n'dr_Ddu,_ir,Bq_c_;Dss -bracing-, be installed during truss erection, in accordance with Stabilizer FORCES. (to) -Max, Comp./Max, Ten, - All forces 250 (to) or less except when shown. TOPCHORD 1-2--1214/305,2-3=-8221343,3-4=-1220/311,1-10-1009/258,4-6=-1247/348 BOTCHORD 9-10=-146,1432,8-9--201836,7-8--201836,6-7-157M6 WEBS 1.9=01491, 4-7--661477 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05,1105rnphlTCDL-10,8psd,, BCDL-4,2psf; h-15ft; B=45ft: L=24ft; eave=4fl; Catfl� Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exprfsed� Lumber DOL -1,60 plate grip DOL=I 60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10,0 pet bottom chord live load nonconeurrent with any other live loads, 8) *f vt*o-4c fie*en"foilei 2t 6-316, 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top andlor bottom chord, January 7,2016 wInallariG. verity design parameters and READ NOTES ON POS AND INCLUDED AffTEKREFERANCEPAGE JaV-T473rw. 10,103,2015 BEFORE USE, ,fvs design is based Only upon parainefen sha�, and for on in&viduciL b0dwg component not Devi � Idt ,,,gn vofid for use aNy vrith Weh conneclon, 0 ss syslern, before me, the bvikeng designef must verily the appticam6ty of deson polortylains and Properly incolootate this deagn into the overpst buitaingdesign, brocing indicated is to prevent bvck6mg at indiAdurtd ttunweb oyrd/ot chord "mbers only, Addifionat nenpoorry and permanent bnscing W fobrico, ion stomge, cfOW is ornoya requited for sroditlily and to riteverIf cotiorise vArh possibir pelsonai injury and properly damage, Fw ganetal guidance regarding the 7777 Greenback Lane elNery, emiction and bracing of musses and tnuys systems, oos ANSI/PrIl Quality Criteria, OS9-89 and SCSI Suilding Component t Suite 109 SlifetyInfortrudisso ctvoUcrtue frorrrTrt4s Plate �mWuuo 218 N, Lee SlrtL0. Svilfr3Q, Adxanckict, VA 72314. CAnts }_ 2 F e,µ12 -_.,,. .t,c a -�_ - 94_?3 4 ._ .. ------------Zan 2.0.0 3-1-12 4,10.4 4.10.4 5-1-12 2-0.0 2x4 f :1x61 ;= Sxs .::;. 3x6 ,..... ......,...._,_,...,..,....n...„„,„„,.._,-,Sv.;.,Q:.tt.— ------- . Q --Q` 4. .»»..,,.-- ------ Plate rJrfsetsx Y), Roa 9j _ ._.-0 AAf31P1G CrA 210 DEFL, in tidefi Ltd 240 PLATES GRIP MT20 1971144 Vert(LL) 2 SCc Grip>999 TCLL 30 A Plate DOL TC 0.48 TCDL18,9 Lumber DOL 9.15 BC 0.63 Vert(TL) 0.48 8-9 X439 789 BCLL 0.0 i Rep Stress Incr YES VVB 9.83 Harz(TL) 9.03 8 nta rod w BCDL 70 i Code 1RG20091TP12007 (Matrix M} _._._.. Weight:97 ib FT 9/a LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TAP CHORD Structural wood sheathing directly applied or 4-10.3 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-9-0 oc purlins (5-7-1 max.); 1-2. VVEBS 2x4 SPF No,2 BOT CHARD Rigid ceiling directly applied or 60-0 oc bracing j-MjfjW recoreimends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/shm) 11-107310-5-8,8=130110-3-8 Max Herz 11 --292(LC 5) Max lip€ift 11=-230(LC 7), 8=-314(LC 7) FARCES. (Ib) - Max. Comp,/Max. Ten. - All farces 250 (Ib) or less except when shown. TAR CHARD 4-5--9961348, 2.3--12251342, 3-4=-9841345,1-2=-9951238,1-11-11211230, 6-8-4961244 BAT CHORD 10-11 =-254/244, 9.10=-681932, 8-9--331907 BS 5-9--2991225, 4-9=-2041477, 3-9-334/217, 5.8=-9 1121163,1-10--266/1465, 2-10--9421239 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Mind: ASCE 7.05; 105mph TCDL=10.8psf; BCDL-4.2psf; h -15f#; 8=45ft; L -24f#, eave-4f#; Cat, 11; Exp C; partialhr: MWFRS (ail heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.9 psf bottom chard five toad nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 909 to uplift at joints) except Ut-lb) 11=239, Ur 8=314. 7) „Semi-rigid pschbreaks with fixed heels” Member end fixity model was used In the analyses and design of this #pass. the top bottom chord. rraarra«oar ra j ar f 8) Graphical purlen representation does not depict the size or the orientation of the purlin along and/or n a 66 oma °a rr ar a* r ONAll- January 7,2016 t#ARHPNG - Vestry drre01,parsrnrters and READ NOTES GN'ri*S AMD INCLUDED AW'EK REEERANCE PAGE Ali# -7477 rev. 1"17015 SEFORE USE. Design vcAid for use cant' wrth hfiitek* counectofs, this design c based on upon poramefer, shown sand is for an indivk not buitdhg coey poreeni, not a irvsx $oriern, 0efare use, the buitding designer emus# verify Ind app5caa f+ of design parameters and property incoviosfate this desigrs into it a 0 eraii fernpoorty brramaing ' buRding design, tllraoingy indoviied bs in peevent buckling of individual truss weia andlo; chord rncerns ers onCy. ArddWoncsi and pennoneni is a ways re quked ecce siabiiny oriel to p ev enf collapse with psasiiWe personal Cnlury and property damage. For ge+nerot guoptoce tessording the l 7717 Greenback [.ane talenccation, done s, delivery, seectic n and bro6rig o! lasses and truss sycterns, sere ANSoP al Quill , Cdterer OSI -89 and 5CSi intiiding Component E Suite 109 safety informationawsas±rtbie €rano tes.�as r�9a3e ErroavituPe. „#dl ff Lee 5treret Sca+te 312, Aiexontkks, 4A 22214. 4-0-0 Bfu_u 411atw I - -- 4x4 7-'� 3X6 5se US LOADING (psi) SPACING- 2-0-0 CSL DEFL, in (Ire) !/daft Lid t PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 076 t Vert(LL) -0.20 8-9 0999 240 # MT20 197/144 TCDL 18,0 Lumber DOL 1.15 80 013 Veri(TL) -0,42 8-9 >557 180 orz(TL) 0,04 7 File pro Rep Stress Incr YES i WE 0,85 H BCLL 0,0 7 (Matrix -M) 1 Weight: 93 In FT = 0% BCDL TO Code IRC2009/TP1200 LUMBER- BRACING - TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 2-2-1 do purlins, except BOT CHORD 2x4 SPF No,2 end verticals, and 2-0-0 do purlins (6-0-0 max.): 1-2, WEBS 2x4 SPF No2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer _ — -------- ---- ---- REACTIONS. (lb/size} 9=1073/0-5-8,7=130110-3.8 Max Herz 9--317(1.0 5) Max Uplift9231(LC 7), 7µ-318(1.0 7) FORCES. (to) . Max. Comp,/Max. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-3=-10381325, 3-4-1006/344, 5-7--490/249 BLOT CHORD 8-9-90/956, 7-8--291910 WEBS 2-9=-1265/327, 2-8-3071221, 3-8-1621467, 4-8=-295/219, 4-7-11321150 NOTES - 1) Unbalanced roof live leads have been considered for this design, 2) Wind: ASCE 7-05; 105mph: TCDL=10.8psf; BCDL-4.2psf; h-15ft, B-45ft; L=24ft; eave=4ft; Cat. 11; Exp C; partially; MWFRS (all heights); cantilever left and right exposed, end vertical left and right exposed; Lumber DOL=1.60 plate grip D0L=1 .60 3) Provide adequate drainage to prevent water ponding, 4) Plates checked for a plus or minus 5 degree rotation about its center, 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9-231, 7=313, 7) "Semi-rigid pitchmeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 0 L/ 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top andfor bottom chord. #000#0'. a) tee �'. H _1z'4 A,% WARNING. Vffxdwntmp..I.end READ NOTES ON THIS AND INCLUDED AYTEKqEFERANCC-PAGE' W?473rev, f4st"015REFORE USE Design voild for vee any wffta MiTektif connecross, This design is based cant upon paTomehes shrm,ri, and is tot an .ndrridvol buitsilng component, not ny , of dosign barometers and snopeny incorpolob ins dirogn into the overall a truss system. Before use, the buiWing designelmusl verrfy the Qrstsfir inesnent bracing building dengn, Bracing rodicaled is to pirevrrh bVCkJng of indim',duai truss wels and/or chord members lorp, Addifforroi feariessoor, and pe , g the is onnoys requkea fix stability and to prevent colenne with possible penonai irk" and properly damage, For ftenerai gividonce nsgmdin i 7777 Greenback Lane fodricrhon, storage, dervery, electlon and bracing of fiusses and truss systefes see ANSnTP]l casority Cnledo, OSS -89 and SCSI Building Component 1 Suite 109 safetyliffoarnition ovoicibie frornTuns Mare ftliVe, 218 N. Lee Streel, Suirfl,3Q, Alexandria, VA 22314, e-"lu-a 4_11tr 2-iihR -- 3,6 -p 04 ; 3X5 5x9 9X8 ' Scale 5;49.7 LOADING (ps0 ( SPACING. 2-0-0 CSP. DEFL. in (loc) ltdefi Lid i F'LATsWs UKIt' TCLL 30.0 Plate Grip DOL 1.95 TC 0.64 Vert(LL) -0,21 8-9 >999 240 1 MT20 1971144 TCDL 18.9 Cumber DOL 1.15 BC 0,73 Vert(TL) -0.43 8-9 >548 180 BCLL 00 Rep Stress lncr YE 0 85 Horz(TI.) 0 04 7 fila n1a 9 lb FT 0° BCDL 0 Cade 1RC2009fTldl2007 (Matrix M} 7 Weight LUNIBER- BRACING. TOPCHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 op purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0.0 no purlins ( -0-0 max.): 1-2. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. BS 1 Row at nmidpt 2-9 .... MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer � �,.. _.. ..m.,_,r__- .. ..u,.,........_# REACTIONS, (ltilsize) 9-107310-5-8,7=13010-3-8 Max Horz 9=-341(LC 5) Max Uplift 9=a233(LC 7), 7=-311(LC 7) FORCES. (db) - Max. Comp.lMair Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-271/99,2-3-9861347, 3-4=-10051341, 5-7=-482/244 BOT CHORD 8-9=-361919, 7-8=-291914 BS 2.9-11551274, 2-8--3424210, 3-8-_2171561, 4-8-«300/229, 4-7--1145/156 NOTES- 1) roof live loads have been considered R C; partiaffy� MWFRS (all w . Y heights); wwsed; end vertical left and right exposed;s ! Y Provide w :w to prevent water pending. Y . Y • rotation about 5) This truss has been `Y for a 10.0 par bottomchord live load nonconcurrent with any other live load& 7) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this fiGI 8) Graphical porlin representation does not Yict the size or the orientation of the Partin along the top and/or be C Ord January 7,2016 R S, AND INCIVOED WrVK REFERANCE PAGE hW7d73 rev. 10/0312015 BEFORE USE. 1 U WARNING • YarPfy Oa paremwrers acrd READNOTES @N rt0 f Design vorid for use only with Midskiiii, connecioas. This design :s based onupon pc rometers shown and is for an ind9v§duol but1dinUcomponenf, not o trues BYslern 9etore use, the ausding designer roust verity° the aappCcatu ty of notion poramete ax and property incerpansate this design into the overtAl fx, tiding design. ft=i sg thdicsued is to prevent tauckiinq of india zduot torn web andPor chord members only, Addiilosioi temporary and pern-ionent bracing is rxtwoyt required for ttabiltly and to prevent crols pse with g.";ossibie perassirsai injury aced property domoge, For general guidance regarding the 77"77 Qceanbaok Lena {o tficrstion. strrroge, defivery, enruat xn and bracing at Mines and loses systems, see ANSti M QaaNty Crtteda. DSD-" and DC51 fivilding Component � Suite 109 Safety information ova iksbie ta+n Truss retire ins#itutca. ^M iv. lees Street. Suite 312, Ate.xeandria, VA 22314, i CitrusH&!eihEs-Qt?_6,?, 8�.. +1x4 .00 9 0 f 34 ;:=:. 5x8 ;'. 3,6 ♦ • REACTIONS.TCLL DEFG in . (toe) Itdetl Ud PLATE GRIP TC 0.97 30.0 i Plate Grip DOL 1.15 TCDL 1&0 Lumber DOL 1,15 8CLL 0.0 Rep Stress Incr YES 8COL TO Code iRC2009/TPI2007 LUMBER - TOP CHORD 2x4 SPF No.2 'Except* BOT CHORD 2x4 SPF No,2 WEBS 2x4 SPF No.2 ! Max Herz 9-366(LC 5) CSL, DEFG in . (toe) Itdetl Ud PLATE GRIP TC 0.97 Vert(Ctf.)Q,21 8_ 9 >999 240 MT20 197/144 BC 0.73 Vert(TL) -0.44 9-9 >543 180 MT20HS 1481108 WB 0.86 # Horz(TL) 0.03 7 rile nta (Matrix -M) Weight 1001 ib FT 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, except end verticals, and 2-0-0 oc pudins (2-2.0 max,): 1-2, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BS i Row at mldpt 2-9 _ �MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES, (to) - Max, Comp,/Max, Ten, - All forces 250 fib) or less except when shown. TOPCHORD 1-9=-3631132, 2-3--9791384, 3-4--1004/337, 5-7=-4791241 BOTCHORD 8-9-01858,7-8-281916 NOTES- 1) Unbalanced♦ desigm 2) Wind� ASCE 7-05; 105mph; TCDL-10,8psf� BCDL=4,2psf; h=15ft; B-45ft; L-2411; eave=4ft; Cat. If; Eke C; partially; MVVFRS (all heights); cantilever left and right exposed � end vertical left # right exposed;#.„ grip DOL -1,60 Providedrainage 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for #rotation 6) This truss has been designed a :. 10,0 psf bottomchord live aad nonconcurrent with any other heels"8) "Semi-rigid pitchbreaks with fixed analysis # design 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord January 7,2016 WARN114G V.61, desPOre parama#ars acrd READ NOrEs ON THIS AND INCLUDED MfrEK REFERANOE FACS£ -7475 rev. laV3/2015 BEFORE USE, C}ea;�yno a1�c9 tea= case onty with Kfek�t connectors iris de isp, is basad oni upon paaranaele n shsnv m, and is for an indMduot buil6ng component. next i a trtass xgPsf "o Wore use, the betiding deOgret; m.act vestry the ap pricabiP s of design parameters and Prapedy incarporaie this design into I e ove�rait i brAding de>stg€t. Bracing indicated is to prevent rsvckfing of individuol texas west and/or chord members oNy. Addif*not terrrponsiy and pefmcnent bradng is aWays re:.ssused for stobility and to prevent cotapse with possibre personot iniwe, and prap", damage. For generat gutdance regarding the 7777 Grearsbac (raiiax„a#roan sfe,raDe. def�reay. eredP�aro cansi bear.ang of frvssas acrd Cruas sy,terns, sae ANSI1TPrt Quality World, DWIt4 and SCSI Su0dtng Companent j Safety InformoNon avoi%ibie from T^uss Pinto tnslitote. 218 N. Lee Street, Smite 3t5, Atexon 6o, VA «3=s. i iiurte i06 cs2ruxarteiants,= a Ira _. ora. __.,_ 240 5_0m0 5.0-0 2 �� 10 3x4 ;::= 3x10' 2x4 € 22:x4 li _.....a.... s sae _,.._...._. .._.-..-------- ._.._,_., /tate Offpets (k a )., j2 0 72 0 2 0) j4,0 3 12 0,2 0( ....,.�._.. -..w _. ... � _: . _ _. . , .q_ _.._._ .. LOADING lost) SPACING- 2.-0-0 CSC. OEFL. in (too) Well IJd PLATES GRIP 1971144 TILL 30.0 Plate Grip DOL 1.15 TO 0 Vert(LL) -0,03 8 >999 240 ! .29 t MT20 TOOL 15.0 Lumber DOL 1.15 SC 0,14 Vert(7L) -0.07 8 >999 180 BOLL 0.0 Rep Stress Iner NO WE 0,19 Horz(TL) 0.01 6 n/a n/a Ib Ft = 0% SCOL 7.0 Code IRC2009fTP12007 (Matrix M) Weight 131 LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purtins, except BOT CHORD 2x6 SPF 210OF 1.5E end verticals, and 2-0-0 cc purlins (6-0-0 max.); 2-4. BS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. REACTIONS. hbfsize) 10=1747/0-5-8,6-1747/0-5-8 Max Harz 10=81(LC 6) Max Uplift 10=-358(LC 7), 6=-358(LC 7) FORCES. (to) - Max, Comp.t ax. Ten. - All forces 250 (lb) or Cess except when shown. TOP CHORD 1-2=-1713!396 2-11- 2513/621. -11=-2813%621, 3-12-•28131621.4-12=-28131621, 4-5=-17131396, 1-10=-17671382,5-6=-17671382 Bot CHORD 9 -14=-320/1393,14-15--32011393,15-16=-32011393,16-17=-320/1393. 8-17--320/1393, 8.18=-307'1393, 18-19=-30711393. 1-20=_30711353, 20-21=®307%1393, 7-21=-307/1393 BS 2-8-32311575, 3.8=-5331113, 4-8=_32411575, 1-g=.33811549, 5-7 «-33811549 NOTE - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only toads noted as (F) or (8), unless otherwise indicated.. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 105ph; TCDL=10 8psf; BCDL 4 2psf h=15ft; B-45ft; L=24ft; eave=oft; Cat, It; Exp C; enclosed; M RS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL=1.60 .)jND0 L/o 5) Provide adequate drainage to prevent water pending. Plates for 5 degree about its center. ( ¢ ¢ *• 6) checked a plus or minus rotation 7) This truss has been designed for a 10.0 psf bottom chord dare load nonconcurrent with any other lave loads. *_ 8) Provide mechanical connection (by others) of truss to bearing plate capable of Ifthstanding 100 Ib uplift at joints) except (}t -lb) 10=358, a l 6=358. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6 6 OM 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord,Aq 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ideals) 286 Ib down and 18 Ib up at 1-0-0, � e ea 46 lb down and 110 lb up at 2-0-0, 286 to down and 18 iia up at 3-0-0, 28 lb down and 64 to up at 4-0-12, 286 to down and 18 to up at 7-0-0, 28 tb down 64 Ib up at 7-11-4. 286 Ib down and 18 lb °a ° 5-0-0, 28 ib down dna 64 to up at 6-0-12, 286 to dawn and 18 IIIup at and up at 9-0.0, 28 to down and 64 ib up at 9.11-4, 286 Ib down and 18 to up at 11-0-0, and 46 lb down and 110 Ib up at 11-11-4,and 286 lb down and 18 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard January 7,2016 WARNtNG • Vessinedeseps parameters and READ NOTES ON I f*$ AND INCLUDED hkTEK REFERANCE AA6EW.7473 rev: 9C lon015 BEFORE USE. De opn vafd for use oniy wart Mffei* connectors ?has design 4 based erg ur+on porameiers shown. and is for an tndfviduot buirding cornpormrt, not Nil' +a fWss system Before° ise, the tarAkLng destgn,v mnsf verify the apidicab ty eft design Parameters and pn:parly ,rncorpotoer this cmsOrr 6nlo the overdl tbu itding' dtv,tgn, leaaanf3 indicted is to prevent be ckfinrg of stdav6dvot truss web and/or chord rreernbea onrs. Additaonat ternpraorr, and perrnonent bro6ng Welk' is ot,oty re cp,ved for stob4id, and to p€eveM cotiarae,,4horosrate persona (nsxy and property domoge. Far generen! guidance rogrord€ng the i 7777 Greenback Lane ksbflccancan. sloroge. dellveny, see ANS ITH QnatSty Croado. OSR-89 and 5CSt Building Compnneni Suite 109 Safety Information ovaaalcaba e f€orer➢ruas Piate tnstifute. 218 Nd tee Street, Suite 312, Alexaradrl a, VA 22334. GtFrus.Neights„„CA, 95 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=115, Plate increasezzl,l 5 Uniform Loads (pff) tuert: 1-2=96, 2-4--96, 4.5-96, 6-10--14 Concentrated Loads (to) Vert: 8--286(F) 13=-286(F) 14--286(F) 16-2868 19=-266(F) 21=-286(F) 22-2668 A01WARNING • Ver irtdesign parameters and READ NOTES ON rMS AND INCLUDEDWTEKREFERANCE PAGE W4473 rev, 1"34015 BEFORE USE, Desir vieid for use only Win WekfT connectors. This design is based onupon parameters shown, and is for on indroduat buiid6ng cornpanent. not a systern, ferfore use, the building desig, +sn must verity the oppticale ip, of design parameters end property incorponsits this design into the averaii building decn� n sjBicnigindicated is 10 Prevent busurFing oa f indoAdul tfuss web and/car c1riord members only, Additional temporary and ponnonerh bracing $$ buildings is ctf,rano requifed for sloblifty and to prevent co6apse vvilh posslide pefsond inofy and Property damage, For geneasi guidance regarding The 7777 Greenback Lane fiasestoma=s,ry olnrn stoma=s, delivery, erection and on and ackig or Trusses and miss sysnuos. see, AW)MI Quality CrItledis, OS8-8f and SCSI lviltilliq Component Suite 109 Sahetirfintismation ovierabler fiom Truss Note institute, df 218 N, Lee Slmyr, Suite 3�2, Alexonrm VA 22314, cilinsli htslgms—�Zk ` 2,0..0 2.0,0 M NOTES- 1) aplate grip DOL -1,60 designed2) Truss heightsf a..plane, consultGable End Oetails as applicable, or . designer about3) Plates checked for a plus or minus 5 degree rotation spaced4) Gable studs 5) This truss has been designed« i bottom chordideas, connections,6) Refer to girder(s) for truss to truss 7) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. January 7,2016 ! 0, WARNING • isa«ity des rin pamameters and READ NOTES ON INS AND INCLUDED WITK REFERANCE PAGE "t-7473 rev. 3C4+ "Ins BEFORE USE. Dengn vdid tar use only with MiTets& connectors Tuts design ds kowd an� upon poronesters shovm, and is for an enotvdueat bvifdtng component not a dsuss ays!wr. Refute use, the bu46ng designer roust veffly the oppfcosAy iiy of destgn r000rrneters and ProPedY rnccxR`.rale this design ernto the ovteradt bu,'Wirn+g design. Bracing indcorad is to preveah buckI ng or ind°rviduol trues vver, and/or chard rr ember's onty Addirionai temporary and permanent bradng{} �"P.. 1r" is envoys reauked for slobita'ty and to prevent coiia se Mir possible psesonoi inpry and properly domoge, For gertenit guidance rerogearding the 2 7777 Graeabacx Cana fob,ic tion, storage derrrvery, erection and brocsng of trusses and truss syrsaerns, see ANSIANI Qualfty Crt#eria„ DSO -04 and SCSI Building Component ' suite 109 Safety Intaematioa Lee Street, Su'ete 3 D2. Aenanetki, VA 2231C Canis ('?9rgl+t� G,A �5 2,x4 I3 LOADING (psrp SPACING- 2-0-0 CSI, j DEFL in (loc) Well Ud PLATES GRIP 1971144 TOLL 30.0 Plate Grip DOL 1.15 TC 0,46 Vert(LL) -0.00 5 >999 240 MT20 TCDL 18.0 Lumber DOL e.15 BC 0.02 Ved(Tt.) -000 4-5 >999 180 SCLL 00I Rep Stress Incr YES j 0.02 Horz(Ti) -O.QO nla nta BCDL 7 0 Code IRC2009fTP62007 (Matrix Nip Weight13 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 Go purlins, except BOTCHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing MITek recommends that Stabilizers and required cross bracing'" be installed during truss erection, in accordance with Stabilizer ri t .i 3iQ19 $ id ._......... REACTIONS. (lb/size) 5=429#0-7-0, 4=12tMechanical, 3=-471Mechanicat Max Harz 5=159(LC 6) Max Uplift 5=-1 34(LC 7), 4=-56(LC, 6), 3=-47(LC 1) Max Gravy=429(LC 1), 4=36(LC 5), 3=80(LC 7) FORCES. (lb) - Max. Comp.lMax, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=•4171149 NOTES- 1) aplate grip DOL -1,60 designed2) Truss heightsf a..plane, consultGable End Oetails as applicable, or . designer about3) Plates checked for a plus or minus 5 degree rotation spaced4) Gable studs 5) This truss has been designed« i bottom chordideas, connections,6) Refer to girder(s) for truss to truss 7) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown. January 7,2016 ! 0, WARNING • isa«ity des rin pamameters and READ NOTES ON INS AND INCLUDED WITK REFERANCE PAGE "t-7473 rev. 3C4+ "Ins BEFORE USE. Dengn vdid tar use only with MiTets& connectors Tuts design ds kowd an� upon poronesters shovm, and is for an enotvdueat bvifdtng component not a dsuss ays!wr. Refute use, the bu46ng designer roust veffly the oppfcosAy iiy of destgn r000rrneters and ProPedY rnccxR`.rale this design ernto the ovteradt bu,'Wirn+g design. Bracing indcorad is to preveah buckI ng or ind°rviduol trues vver, and/or chard rr ember's onty Addirionai temporary and permanent bradng{} �"P.. 1r" is envoys reauked for slobita'ty and to prevent coiia se Mir possible psesonoi inpry and properly domoge, For gertenit guidance rerogearding the 2 7777 Graeabacx Cana fob,ic tion, storage derrrvery, erection and brocsng of trusses and truss syrsaerns, see ANSIANI Qualfty Crt#eria„ DSO -04 and SCSI Building Component ' suite 109 Safety Intaematioa Lee Street, Su'ete 3 D2. Aenanetki, VA 2231C Canis ('?9rgl+t� G,A �5 A 2-9"15 2-6-7 2X4 l4 ".1- ........... .. LOADING lost) SPACING- 2-0-0 CS1, DEFL. in (too) I/dell Lid PLATES GRIP 1971144 TCLL 30C Plate Grip DOL IAS TC 0,48 Vert(LL) 400 4-5 >999 240 MT20 TCCL 98.0 Lumber DOL 115 BC 0,02 vert(rL) 400 4-5 >999 180 1 BOLL 0.0 Rep Stress lifor YES WB 0.02 Horz(TL) -0,00 3 red We I BCDL TO Code IRC2009ITP12007 (Matrix -M) Weight: 16 to FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SPF 240OF ZOE TOP CHORD BOT CHORD 2x4 SPF 240OF 2,0E WEBS 2x4 Sup No.2 BOT CHORD REACTIONS, (IbIsize) 5-594/0-7-6,4-17/Mechanical, 3-60IMecharn"t Max Herz 5-157(LC 6) Max Uplift 5= - 187(LC 7), 4=-3 (LC 6), 3--60(LC 1) Max Groff 5=594(LC 1), 4=4 1 (LC 2), 3=78(LC 7) FORCES, (to) - Max, Comp./Max, Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2-5-577/197 Structural wood sheathing directly applied or 2-8-7 he purfins, except end verficals, Rigid ceiling directly applied or 1"-0 Do bracing, I 'MiTels recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer NOTES. 1) Wind: ASCE 7-05; 105mph; TCDL-10,8psf� BCDL=4,2psf; h=15ft; 8=45ft; L-24ft; eave-4ft; Cat, It Exp C; endosied; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber D01-0,60 plate grip DOL -I 60 2) Plates checked for a plus or minus 5 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections, 5) Provide metal plate or equivalent at bearing(s) 3 to support reaction shown, Ail. �* Ian lb ugfiL.7Lg2,1�—�� 7) "Semi-rigidpirchbreaks with fixed heels flierriber end fixity moaeFwZTuW#.MriTW 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. January 7,2016 ,&WARNING, Verfir doxitin p..10m.fifif READ Nores ON n*$ AND INCLUDED NMK REFERANCE PAGE "1-7473 r0s', 1"3/2015 BEFORE USE, nesign vatid for use onor vOthPAleetr connectors, This design is dosed only upon pcoornehos shover, and is for an indrvieuot buildsrig component not o lons syslerr. Before ofe, the isviding designer rnust verity the riseprcsfbti its of dentin proorneters and property 4xxxisorafe this design farts the ovensli h0ding design. Braningindicreed'a to ryeveni buckeIg or hdisiduai truss ,osb and/or chord mernbers ants. Addffionoi ternporay and perrnanenf brocing IMITOW is ssoep,s hrquwed for sroaffity and to Wevent cogoine %r0h possible joehonat injusy anti property domage. for Werai guidance regarding the 7777 onsenteick L.s rabricatiom storage, de4very, erectman and bracing of trusses and truss systenn, see ANSUTPIIA02V203��.Cdredsr OSS -41 and 803I Sultding Component suee 109 fuderyintermajissis 3X66 `__,___1_11_..�. _ .-_--.... ,__ ._ _._n _ 2..0,0 a•0 -o 6.0.0 Xs :a 5X6 w:ry U } X4 k s L F tj LOADING lost) SPACING- 2-0-0 CSL TCLL 30,0 Plate Grip DOL. 1.15 TC 0,38 TCDL 18.13 Lumber DOL 1,95 BC 0.14 BCLL 0.0 Rep Stress [nor NO WB 0,10 BCDt_ 7.0 Cade €RC2009frP1007 (Matrix-) LUMBER - TOP CHORD 2X4 SPF No.2 BOT CHORD 2X6 SPF 210OF 9.8E BS 2x4 SPF No.2 REACTIONS, (Itshoze) 8=62810-6-4,5-75810-6-4 Max Harz 8-81 (LC 5) Max Uplift 8-351 (LC 3),=-380(LC 7) Max Grav 8-6571LC 19), 5-7 s8(LC 1) DEFL. in (too) Vdefi Lid Vort(LL) O02 6-7 >999 240 Weight; 94 Ib FT = 0% appliedBRACING- end verticals, and 2-0-0 do purfins (6-0-0 Max T 2-3, BOTCHORD Rigid FORCES, (to) - Max, Comp,/Max, Ten, - All forces 250 (to) or less except when shown. 1-8-7961372, 4-5-8961406 BOTCHORD 7-12--3351611, 12-13-3351611, 13-14--335/611,14-1 5=*335/611, 15-16--3351611, 6.16--335/611 WEBS 2-7-561268, 3-6-.80/349, 1-7=-3631743, 4-6=-371/829 NOTES- 1) connected2) 2-pty truss to be together Top chords connected as follows� 2x4 - I row at 0-9-0 o staggeredBottom chords connected as follows: 2x6 - 2 rows Webs connected as folfows� connectionse#♦ to distribute only loads or indicated, Unbalanced roof live loadsde 5) Wind: ASCE 7-05; 105mph; TCOL-10,Bpsf; r*t #,.enclosed; mnghts)� cantilever left and right exposed and !A' 0 plate grip 6) Provide adequate drainage4 checked7) Plates for a plus or oabout 8) This truss has been designed for a 10,0 PSI bottom chord live load nonconcurrent with any other live loads. Provide mechanical of truss to bearing plate capable of withstanding 100 lb uplift at joints) e # pitchbreaks Member # fixity model was used in the analysis and design representation11) Graphical purtin does not x.ict the size or the orientation of the purfirs along the txi- bottom chord. 12) Hanger(s) or other connection device(s) shalt be provided `tload(s) Y down and 779 to up at it and 86 ib down and down and IS to up on bottom chord. of ,WARNING • Yeri@y dtsigrt parameters and READ MOTFS GEN ThNS AND INCLOOED UTEK REFERANCE PAGE A4114479 rev. 1""01S BEFORE USE, i.�eston valid tar use only with fuel connectors, This stern," iS based aan3 Upon raacamlafes shown, and e for ars indN du of bu !thing crrrnl r�ernt. r�.f a truss spa#errr. bra@are use, the bvrtesa:'rg designer must verify tion appGcab!Prty of design parometet's and rricloesty incsxporate this benign x3ta the overall bui6Png design. 6rac ing ,ndicat is to prevent buckling of int niduat t€uss web and/or chard members only. Additional ternpurary and pem"«{anerrt brcze`tng c eaNarys requited for slcstaNly and to „n, leveret collapse wFth possible personol iniury and ror nern, damage. For genesat guidance regarding the Fabr[csanon. slaeogea. deP'wery, erection and b ocing of inoses and Yfvss systems. see AN$bh41 Quality Criteria. DSI -89 nod SCSI Ituilding Cnmp+xnent $u" infarrnntion available hear "rugs I'lofe €nstetufe, 218 Pa. Lee Steeef ,Suite 912. Afexandsks, VA 22314. January 7,2016 7 640 s W 29 Arlo NO i ex MOUSUMS, MG, r no 44F #D�2LgEMGr6nfYBLORM5T?WYPzBlEw-u4YI Hvt-6bk7uHuILEmF, LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber IncreasenzI.15, Plate Increase =9.15 Uniform Loads (ptf) Vert: 1-2=-96, 2-3=-96, 3-4=-96, 5-8-14 Concentrated Loads (lb) VerV 3-297(8) 7-93(13) 2=297(B) 6=93(B) 11--68(F) 12=-176(F) 14--286(F) 16=-286(F) 17--286(F) --------- --- WARNING - fewitymeiJon parameters axedREAO NOTES ON THIS AND INCLUDED WrEX REFERANGEPAGE -11411 me, 1"3?2015 SEFORE USE Design void tae lase oniY with hkiYek a rrrnecicaa s This design A dosed on, upon parometensinown, and is tot on Sndiv'dt,�olbj4Gdingcomm anent, trota !refs system, itefore use, the busiding designer must verify the appiicab! ty of design parspoedes and pedeedy incorporate 1hts d"sin sirst the overW OuRdIng design gracing imficrood is to prevent evck5rot of individoot nuss web and/or chord members onry. rsddffiono! terriporohr and pearenteril brac3ng rk' is otwmo reqused for stabOy ont:3 to prevent colla se Win rherbse prosoron injur, and expert damage, For general guidance recording the 7777 Greenback Lane fabricahrxn storage, delivery, vireclion ond pacing of trusses, and truss systems. see Ar4Sj/Tp4I gleamy Culners, D$9.89 and Or -St fiefidint; Consisament S Suits 109 Safety Information oyodars* from Truss Mate institute, 248 N, Lee Street Suite 3Q,Aksxonddo,VA223i4. Y L 2.9.45 2-8-7. NOTES- 1) heights); cantilever left and right s ,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections. 6) "Semi-rigid pitchareaks with fixed heels" Member ♦ fixity modelused in the analysis and design of this truss. WRrtN7Nri • VarrYy design peramererx and RE.4LF NCY7W3 ON TfPa3 AND fNCL41lii5i5 MfTEIC FtEFERANCE PAGE W7473 r+rv. JGrpJt"Xtfit S BEFORE USE, � 1)wsign voted fa€ use oris, with MTektO corneaars. This deerin is based onfv upon astra;rrorers shown, and is for can indiskKas cull iin€� component, not � Nil' 0siva sys6em. Before vie the tari0ng designer mast verify the appliccabi'ty a{ desagra nwri meters and property incorporate this design into the overaii ov4ding deson Bracing indicoebs is to otevent euckiing of notividuot truss weir ondlor chord members only. Adtlitlonyi tempexory and permanenl bracing k MiTek' s oNvoys requtred for steabrtin, orad to prevent co3iapses with possfbSe personas injury and proprrrty dornage. Fix generai guidance regcrding the I 7777 GreentDaak Lana tabrwcafbn, storage, delivwy, erec.f'ion and isaocing of t€users and truss systshns, see ANStltPtt t3uaNly Crilord, D$9-89 and SCSI NaNd€ng Component Suite 109 safety Intormotlon ovo4osoe from Truss r ate rnnifute,'218 iv Cee Street,Suite 3f2, Alexandria, VA zi3;d' Cilias Hatable, GA 95' 3x4 __ . _ . �_...._._ ..__-. LOADING (psf) SPACING. 2.0-0 CSL i DEFL. in (too) Ildeft Ltd PLATES GRIP TOLL 30.0 ! Plate Grip DOL 3.15 TC 0,35 Vert(LL) 0,00 5-6 >999 249 MT20 197/144 TCDL 13.0 Lumber DOL 9.15 ; BC 0.39 Vert(TL) 0.00 5-6 >999 380 BCLL 0.0 Rep Stress lncr YES VVB 0.94 Horz(TL) -0.08 4 nfa me BCDL 7.0 Code IRC20091TPM2007 (Matrix -M) � � Weight181b FT 0% LUMBER BRACING - TOP CHORD 2x6 SPF 2900E 1.8E TOP CHORD Structural wood sheathing directly applied or 2-8-7 0o purlins, except BOY CHORD 2x4 SPF No.2 end verticals, WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing -r } MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (lbtslxe) 4=-643tMechanical, 5=-1931Mechan cai, 6=139610-S-8 Max Horz 6=95(LC 7) Max Uptlit4=-643(LC 1), 5=_193(LC 1), 6=-436(LC 7) Max Grav 4=194(LC 7), 5=70(LC 7), 6=1396(LC 1) FORCES. (lb) - Max. Comp./Max, Ten, w All forces 250 (Ib) or Cess except when shown.. TOP CHORD 3-4=-318182 BS 3.6=-10301238 NOTES- 1) heights); cantilever left and right s ,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 4) Refer to girder(s) for truss to truss connections. 6) "Semi-rigid pitchareaks with fixed heels" Member ♦ fixity modelused in the analysis and design of this truss. WRrtN7Nri • VarrYy design peramererx and RE.4LF NCY7W3 ON TfPa3 AND fNCL41lii5i5 MfTEIC FtEFERANCE PAGE W7473 r+rv. JGrpJt"Xtfit S BEFORE USE, � 1)wsign voted fa€ use oris, with MTektO corneaars. This deerin is based onfv upon astra;rrorers shown, and is for can indiskKas cull iin€� component, not � Nil' 0siva sys6em. Before vie the tari0ng designer mast verify the appliccabi'ty a{ desagra nwri meters and property incorporate this design into the overaii ov4ding deson Bracing indicoebs is to otevent euckiing of notividuot truss weir ondlor chord members only. Adtlitlonyi tempexory and permanenl bracing k MiTek' s oNvoys requtred for steabrtin, orad to prevent co3iapses with possfbSe personas injury and proprrrty dornage. Fix generai guidance regcrding the I 7777 GreentDaak Lana tabrwcafbn, storage, delivwy, erec.f'ion and isaocing of t€users and truss systshns, see ANStltPtt t3uaNly Crilord, D$9-89 and SCSI NaNd€ng Component Suite 109 safety Intormotlon ovo4osoe from Truss r ate rnnifute,'218 iv Cee Street,Suite 3f2, Alexandria, VA zi3;d' Cilias Hatable, GA 95' 2-0.0 5.0.0 --_....,., 0.0_ _ OWTAIIIIIIHM 5xe __ 5xe 2x4 h 2x4 31 Plate Offs€sts (X Y} j2 0 4 4 0 2 4 X3,,0 4 4 Cti2 ?kj „, LOADING (psf) SPACING- 2.0-0 CSI. i DEFL in (roc) Well Ltd PLATES GRIP TCLL 30 ,0 Plate Grip DOL 1.15 TC 0,39 Vert(LL) -0.01 6.7 >999 240 MT20 197t144 TGDL 18.0 Dumber DOL 1.15 i BC 0.10 Vert(TL) -0.02 8-7 >999 180 l BCLL 0.0 Rep Stress Incr NO W8 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 7.0 ( Code iRC2Q09irPI2007 � (Matrix -M) � Weight 86 to FT - 0% A --------- LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 2100E 1.8E end verticals, and 2-0-0 oc purlins (6-0-0 max,): 2-3. BS 2x4 SPF No.2 SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (ibtsize} 8=80310-5.8, 5=68610-5.8 Max Nora 8=-81(LC 5) Max Uplift8=-350(LC 7), 5=-3431LC 7) FORCES. (ib) -Max, Comp./Max. Ten. - Ali forces 250 (to) or less except when shown.. TOP CHORD 1 -2=-7501396,2-3--5401333,3-4=-7141389,1-8-824/393,4-5=-786/386 BOT CHORD 7.10=-3241597, 10.11=.3241597,11-12=-324t597,6-12--324/597 BS 2-7-1141306,3-6-110/284,1-7=-3431675,4-6=-360/652 NOTES. 1) 2 -ply truss to be connected together with 90d (0.131'"0°) 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 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 105mph; TCDL-10.8psf; BCDL=4,2psf; h -left; B=45ft; L=24111 eave=cit; Cat. Il; Exp C„ enclosed; MVgFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed, Lumber DOL- 1,60 plate grip DOL -1.60 5) Provide adequate drainage to prevent water ponding 6) Plates checked for a plus or minus 5 degree rotation about its center. N O L IC' 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 100 to 8-350,1 wee * 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except (jt=lb) , 5=943, r rf,. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord, 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated loads) 147 Ib down and 526 tb up at 2-0-0, and 142 to down and 526 lb up at 7-0-0 on top chard, and 286 lb down and 18 to up at 1-0-12, 90 lb down and 203 to up at 2-0-0, 286 lb down and 18 Ib up at 3-0-12, 57 to down and 82 lb up at 4-0-12, 57 to dawn and 82 lb up at 4-11.4, 286 to down and 18 to up at 5-0-12, and 90 to down and 203 to up at 6-11-4, and 286 Ib down and 18 ib up at 7-0-12 on bottom chord. The device(s) is the responsibility of others, designtselection of such connection LOAD CASE(S) Standard /0 l,. 1) Dead't Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= l.ls January 7,20116 WARNING • versty design pan atefsrs and READ NOTES ON THIS AND INCLUDED MTEi( REFERANCE PAGE 041�7475 rev. VIV1/2015 BEFORE USE. poent:. not tor MiTras$ This ite is based onYyy upon shown, and is tot an indr ifid ;at ouiiding comn i l Dentin voird uaes only vAur convectors, sign parameters a miss system. 8e€oar use, the building designer mua veeiry the apptcob8fity of design parameters and property incorporaie: this design into the overeii Additiontu temporoty and bracing k MITOW be+lkpitir design Bracing indicated is to prevent buckfi g of ind6iduoi truss web and/or chord metrbers onry�. permanent is always reclosed for stobisty and to prevent coitopse wlPh poss,bie personal in)ury and property damage. For general guidance regarding the i 7777 Greenback Pane ksbrication. storage, deWthy,election and bracing of trusses and truss systems, see ANSI/Vit QuasMy Crtiedo, 0$8-84 and 8C5t 8u8ding Component � Smile 109 solety Information auoPable tram Truss Pions irof@tuns. 218 N, lee Street, Sidle 312, Afexatraino Vis 22314, l Carus ttatriFetsp GA 96610 .......... LOAD CASE(S) Standard Uniform Loads (ptf) Vert. 1-2-96, 2-3=-96, 3-4--96, 5-8--14 Concentrated Loads (lb) Vert, 3=199(F) 7=83(F) 2-199(F) 6--203(F-83, B=-286) 9=-286(8) 10--286(B) 11=24(F) 12=-262(F-24, B-286) ,&WARNING. sorifydoignparam.tors and READ NOTES ON TWS ANDINCLUDEDWEXREFERANCE PAGE A#14473rw 140031201sSEFORE USE. Desi an valid for use Only vAth m�Tsrkf) connectors, Thts design �t based any upon parameters shown, and j�� fear an individual buisding component, no zx nu� I i II)e design i0sr the overalf 5)10suri, Wore use, fbe buiUng dengner nwst vsrffy the oppEcabi iu, of design Parameters end properly incorporate ropor ry msd permanent brac�ng buAding deegt, Bracing indicated is to pre%,enf pwcUng of inslMdud truss wob arid: or chord members oniV. AddMorrol, te 0 is ovusys reqvwed for slobaRy and to Prevent coRarsse Mh posObie personal injury and PToPedY d0rrQQe, For genera! guidance regarding the 1 7777 Greenback Lane fatnicofion, norage,drulvery, erection and brachgoffvussesand macs systenis, see ANSI/TPUI Qualfty Criteria. D54-89 and 5CSI 80ding Component I Senn 109 Safety information malicrtrie, trom Truss pare hisMute, 218 N. Lee SIreet, Suite 312, MexandhM VA 2231ir - ------ 2-0-0 _ _._..__.....__ 2x4 I! 2x4 H 3z4:.w LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) i/deft LAJ PLATES GRIP TCLL 30.9 j Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.00 5 >999 240 MT20 1971 144 TCDL 18.0 Lumber DOL 1.15 1 8C 0.02 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WEI 6.02 € Norz(TL) -0.00 4 nta n1a BCDL 7.0 Code IRC2009fTPI2007 (Matrix -M) Weight14 to FT = 0% LUMBER BRACING - i OP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 Do purlins, except BOT CHORD 2x4 SPF No.2 end verticals. BS 2x4 SPF No.2 Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 no bracing. 2-5: 2x6 SPF 210OF 1.8E Mi Talk recommends that Stabilizers and required cross bracing be installed during truss erection, to accordance with Stabilizer if?83altaQ 0t1 gLtldO _._..__. REACTIONS. (Ib/size) 4--571Mechanical, 5-45010-5-13 Max Manz=161(LC 6) Max Upllft4=-76(LC 4), 5--143(LC 7) Max Grav4=62(LC 8), 5=450(LC 1) FORCES. (to) - Max. Comp,/Max. Ten. - Alt forces 250 (Ib) or less except when shown. TOP CHORD 2-5=.439%150 NOTES - 1) Wind" ASCE 7-05; 105mph„ TCDL-10.8psf; /CDL.=4.2psf h-15ft; 13=45ft, L-24Ft; eaue=oft; Cat. 1E; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1.60 plate grip DOL=1.80 2) Truss designed for wind toads 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 ANSIlTPI 1. 3) plates checked for a plus or manus 5 degree rotation about its center. 4) Gable studs spaced at 1-4.0 0o, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 to uplift at joint(s) 4 except (it=tb) 5=143. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss, Lif �t or 4awtm--all WARNING - Vestry destgae pore 08. and READ NOTES ON TVS AND INCLUDED AOTEK REFERANCE FADE AM -7473 rev. 101091801S BEFORE USE. Ties design is taored upon erns stomas, and is for on indivlduatl btulidhg co ponen!, not f ttf Design vol+d for use away Witt MiTe W, connectors only ratororr a truss 5y6t@,m. Fefunt use, bili buMing t ressner must verity the oppfificobMy of desgds pros meters and property incorpaxeale iFSFL pt2S�."t into the ove,04 Addlirand temparory and bracing bu4ding dessgrt. Bracing ndVe;e3ssd Is to prevent buckling of rndrvidual truss web and/or ehax'd mesnxbers on+y. permonent o talwoy5 retyiA ed for stabtsty end to prevent cottsasse Mth rsosers; s pe rsorrai in ury and property damage, For gtfneraz guidonce neOarding the 7777 Greenback Lanefabr;c:.af on storage, delivery, erectio,* orad brocdng trot trusses on i txvss sysle ms, zee ANSI/TVIt QuoOiy Cr ieda, DSO -89 and BCSt 8vild6ng Component ' suite 109 Solely Ink ermatian cr oitaksle from Truss Pkee'natittate, 218 ri. tee Street, Suite 6312, Alexondtfa, VA 22314. _-, G4nTS,lJaigtt3s wCA _95+ 2-9-15 2-8-7 1� - -- - ------ =_,, ... . .... . .. . LOADING (psi) SPACING- 2-0-0 i CSI. OEFL. in (Ioc) I/deff Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1,15 TC 0.29 Vert(LL) 0,00 5-6 1999 240 MT20 197/144 TCDL 18.0 Lumber DOL 1,15 13C 032 Vert(TL) 0.01 5-6 1999 180 SCLL OD Rep Stress Incr YES VVB 0,10 1 Horz(TL) -0,06 4 n1a n1a i BCDL 70 Code IRC2009frPI2007 {Metrix -M) Weight: 18 to FT -O% . ........ . .. LUMBER- BRACING- TOPCHORD 2sS SPF 210OF 1,8E TOPCHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except BOT CHORD 2x4 SPF No,2 end verticals. WEBS 2x4 SPF No,2 BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing, be installed during truss erection, in accordance with Stabilizer REACTIONS. (Itiguze) 4=-391/Mechanical, 5-1 161tairchanical, 6-1067/0-6-2 Max Harz 6-98(LC 7) Max Uplff14=-391(LC 1), 5sr-116(C 1), 6=-325(LC 7) Max Grav 4-118(LC 7), 5=45(LC 7),6-1067(LC 1) FORCES. (lb) -Max, Comp./Max, Ten, -All forces 250 (lb) or less except when shown. WEBS 3-6-7661136 NOTES - 1) Wlnd� ASCE 7-05; 105mph; TCDL=10,8psf: BCOL=42plif; h-1511 8=45ft� L-24ft; eave=411; Cat. 11 Exp C; enclosed� MWFRS (all heights): cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 pat bottom chord live load nonconcurrent with any other live loads, 4) Refer to girderts) for truss to truss connections, I pynoi it.litl 4=3 j rI I INI, AWARNING - Varekdesign panxea. sad READ NOTES ON MS AND MCCUDEDWER REFERANCERACE MI -7473 nro 1"3120ISBEFORE USE, DeOgn vaNd for use onty,,uth WeiAs c,,onnectors, THs desigr,, 4 based ensu upon parameters shown, and is toy or, LrickhMurd b0iding cofirponent, not 0 Miss system, Before use. the buRilng designer roust verity the ooloicobs ty of design parameters and isfacysily hcornoosist this design into the averoti ouiaiing design, Bracing indicated is to prevent buckfing of individual truss web andjor chord nunnotes onty, Additional lemponcvy and perroonent bracing WOW is aiwaysiequired torstoWify and to prevent co0opse vviih possilcte perserost injury and ptaperty damage For generat, guidance ferfording the, 7777 Greenback Lane fab,iccitiom storage, deiiveiy, erection and broctnoof frususs coid IT'JUsWenn, see ANSV7i111 Quality Celesta, OSO.81 one SCSI OvIlding Componentstate 109 Solely information rsyo4obie from Trtio Plate tnstii0e, 299 N. Lee Shrift, Sulae 312, Mexandiia VA `2'.23I4,1 Citrus Hornets, CA 99 14-3-0 1"-0 2E4i IF arS e, 5-9-0 4,3-0 4-3,0 2-0-0 5-6-0 4X8 " 2X4 8 U IN RWRIMEEM 1s 23 14 14 ZA 12 11 «u10 9 8X12 0 20 ;1 3x10 = 4X6 =: 4X6 3X4 3x10 2X4 11 LOADING (Psf) SPACiNG- 2-0-0 TCLL 300 Plate Grip SOL 1,15 TCDL 18,0 Lumber DOL 1,15 BCLL 0,0 Rep Stress Incr NO BCOL TO Code IRC2009ITP12007 LUMBER - TOP CHORD 2x4 SPF No,2 SOT CHORD 2x6 SPF 210OF 1,8E WEBS 2x4 SPF Ne2 SLIDER Left 2x8 DF 1950E 17E 3-6-0 REACTIONS, (lb/size) 1=2685/Mechanical, 9=261910-5-8 Max Harz 1-187(LC 6) Max Uplift I =-91 5(LC 7), 9820(LC 7) CSL i DEFL. in (toc) Vdefl Ud PLATES GRIP TC 033 Vert(LL) 015 12 >999 240 MT20 1971144 BC 045 Vert(TL) -0,30 11 >999 180 VVB 0,54 1 Horz(TL) 01.04 9 n1a nia (Matrix -M) Weight: 297 lb FT = 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals, and 2-0-0 no purlins (4-9-14 max.),, 3-5,6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (to) - Max, Comp,/Max, Ten. - Ali forces 250 (lb) or less except when shown, TOPCHORD 1-2-950/366, 2-3--3504/1356, 3-20--404711665,4-20--404811665,4-21 =-404811665, 5-21-4047/1665,5-6=-530811962, 6-22�557611926,7-22--557911925,7-8=-3906/1278, 8-9-2454/744 BOTCHORD 1 -15 -101912809,15-23--1015/2799,14-23--1015/2799,13-14--145614263, 13-24--145614263, 12-24-145614263, 11-12— 1843/5618, 11-25-1175/3906, 10-25--1175/3906 WEBS 3-15-1821344, 3-14-76511938, 4-14-5431108, 5-14-360127, 5-12�99012926, 6-12--25801728,6-11=-9551493,7-11--756/1955,7-10�1681/515, 8-10-140014441 NOTES - 1) 2ply truss to be connected together with 10d (0.13 1 "x3") nails as follows: Top chords connected as foffows� 2x4 - I row at 0-7-0 oc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows: 20 - I row at 0-9-0 oc ---- ---- ly connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05� 105rnph� TCDL=10,8psf; BCDL=4,2psf1 h=15ft; B=45ft; L=28ft; eave=4ft; CatIt; Exp C; enclosed� MWFRS left helghts)� cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 p 60 5) Provide adequate drainage to prevent water pending 6) Plates checked for a plus or minus 5 degree rotation about its center, 7) This truss has been designed for a 10,0 pst bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 11 1 =91 9=820, 10) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, 11) Graphical purfin representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. January 7,2016 WARNING • Varity devign parainwarts sad READ NOTES ON THIS AND INCLUDED AVIEK REFERANCE PAGE taff-7473 rvvf01 BEFORE USE, Design votid for use only with arnese connerfors. No design is based rsn� urson parameters showi, and e for an individusu buik:fing component, non, a truss system. Before use, the bulkAngi deagner must verify the ains4coU p of design parameters and bidders, ificerpotoes this design into the over bui0mf design Bracing indicored is to posvent buckfing of irsdlAdutv truss web on , djor chord members onfy. Addifionol temporary and jessonanshu broc-Ing 4 aNvays requited for stabBin, and to ryevenl cotaisse with posepas personof infuty and phscusity damage, For general guidance regarding the 7777 Greenback Lane toudcatior,, storage, deRvery, erection and gra6rns of tresses and 8russ systems. see AN$uTPu Quality criteria, DSB=89 and SCSI Sullding Component I Suite 109 Solefyinkspeatiors avaiiobe from rruu Note insfituie, 218 N. Lee Street, Suite M, Aiexandrio, VA 212314. caArtints vie-im A 9s NOTES 12) Hangerts) or other connection device(s) shall be provided sufficient to support concentrated load(s) 615 1b down and 272 to up at 5-9-0, 158 to down and 160 to up at 7-9-12, 158 to down and 160 to up at 9-9-12, 158 to down and 160 rb up at 10-2-4, 158 lb down and 160 to up at 12-2-4, 615 to down and 272 to up at 14-2-4, 281 Itt down and 54 to up at 20-0-12,112 lb down and 87 to up at 22-0-12, and 112 to down and 87 lb up at 24-0-12, and 112 lb down and 87 lb up at 26-0-12 on bottom chord, The design/seiedbon of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (bafanced)Lumber Increasez; 1.15, Plate Increase=1.15 Uniform Loads (pff) Vert; 1-3-96, 3-5-96, 5-6--96, 6-8=-96, 9-16-14 Concentrated Loads (to) Vert: 15=-615(6) 14=-221(B) 12-615(B) 23=-990(B) 24--110(8) 25-281(B) 26-112(8) 27--112(8) 28-112(B) WARative. Verfordeentritavareot. andPEAD NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGEW7471 rov. ovastalSIS BEFORE USE I Design valid for use only Win rsiffek.0 connecirns. This design is based ontr upon porrometenshon. and is for onindividusslinuirdLng compssnerri� cat a iruss sustern. Before use, the brA l 'iding designm er ust vsefs, the oppilcatoity of design parameters and property incarcerate this design into the csvioW buiWing design. Bracing indicated is to prevent buckling of vidMdvol truss wmb and/so chord mernben, oniy, Addifionor femparoor and permanent brocing is durnsv required tot srotsMn, and to prevent cooppse Win possib* personor fniwy and property domoge. For gerosroi guidance gegmding the 7777 Ormirlb.a L.ne falencofion, storage, delivery, erection end bracing of f"ses and Truss systems, see ANSI/TPII Quality Cgleria, OSS-Sli and SCSI burlding Component Suite 109 safety information rivaitorce from rms insde insftie. 'I38 N. iee Street. Sure 312, Alexandria VA 22314, 4,04 3-8-12 4-" 2 -An 4-4-0 4-4-0 4,7-8 5x6 = Sell 24 25 17 25 21 16 zu oft 10 14 13 12 8x12 2X6 7x8 6x8":::. 4x£1=w 6,6 toxic = LOADING (Psf) SPACING- 2-0-0 CSL TCLL 30,0 Plate Grip DOL 1.15 s TC OA5 TCDL 18,0 Lumber DOL 1,15 BC 0,52 SCLL 0,0 Rep Stress Incr NO i WB 0.94 SCOL 7,0 Code IRC2009/TP12007 l I {Metrix -M) DEFL, in (loc) Udell Lid Vert(LL) -0,16 12-13 >999 240 Vert(TL) -0,36 12-13 >914 180 Horz(TL) OW 10 me WE LUMBER- BRACING- TOPCHORD 2x6 SPF 210OF 1.8E TOP CHORD Bpi CHORD W OF 195OF 13E WEBS 2x4 SPF No,2 BOT CHORD SLIDER Left 2x6 SPF 210OF 1.8E 2-6-0 REACTIONS. (lbsize) 1=7738/Mechanical, 10-622610-5-8 Max Harz 1-246(LC 6) Max Uplift 1--680(LC 7), 101 560(L.0 7) FORCES. (to) -Max, Comp,/Max, Ten. -All forces 250 (to) or less except when shown, TOP CHORD 1-2=-3586/336,2-3-9346/867, 3-4=-8787/866,4-5-86991877,5-6-10484/1031, 6-22-1070811025,7-22=-10710/1025, 7-23=-92981904,8-23=-9298/904,8-9-55181565, 9-10-5643/531 BOT CHORD 1 -24= -693f7379,24 -25=-69317379,17-25=-69317379,17-26--69317379,26-27--693f7379, 16-27--69317379, 16-28=-64617344, 28-29=-646/7344, 15-29--64617344, 14-15--64617344,13-14-896110743,13-30=-8O4t9298,12-30=-80419298, 12-31--50615518,31.32--506/5518,11.32 50615518 WEBS 3-17-121/856,4-16-23112533, 4-14-193/2254, 5-14=-48615217, 6-14-49851500, 6-13-10831116, 7-13=_17612103, 7-12--21011224, 8-12-48415407, 8-1 1 =-42661412, 9-11--692/7702 11 10 exit 3x10MT20HS H PLATES GRIP MT20 1971144 MT20HS 148/108 Weight: 412 to FT - 0% end verticals, and 2-0-0 Do purfins (6-0-0 max.): 4-6,6-9. Rigid calling directly applied or 10-0-0 oc bracing. NOTES - 1) n1a 2) 2-plytruss to be connected togetherwith 10d (0.131"x3") nails as follows� Top chords connected as follovvs� 2x6 - 2 rows staggered at 0-7-0 Go, 2x4 - I row at 0-9-0 Go, Bottom chords connected as follows: 2xS - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2,x4 - I row at 0-9-0 oc, 3rAV'V�.Gu-cvmEs#ler eit connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 4) Unbalanced roof live loads have been considered for this design, 5) Wnd� ASCE 7-05 105mph; TCDL=10.8BCDL=4.2psf; WWI 8=45ft; L-281t� eave-411; Cat, It; Exp C: enclosed; MWFPS (all heights); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 6) Provide adequate drainage to prevent water pending. 7) Alt plates are MT20 plates unless otherwise indicated, 8) Plates checked for a plus or minus 5 degree rotation about its center, 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 10) Refer to girder(s) for truss to truss connections. I l s exce I '=Ib) 1-680, AWARNING - Verity design parsimervis and READ NOTES ON rMS AND INCLUGEOWTEXPEFERANCE PAGE W7473rev. 1""011 BEFORE USE, Deo gn,usfid for use onry Mh Wee& connectors. This design e based any pan parameters shown. and is for an individual buiiMig component not a truss syslorn liefoie use. the building d"gner must verity the aripficisid 4Y at dinign par are co ehos and property incorporate W's d6ogn into the osemlt bw*dr�g design limong indicated is to prevent buckting of tndNiduat truss web andox chord mermbers only. AddWorvoi temporary and permonent bracing Ls anuays rrrqured for Oobg4y and to prevent comps o with possible: personal snjvry and propedy rksrnogss, For general guidance mgerarrof the faiartcation, storage, daiiv", election and bracing of trusses and husS loyferns, see ANSuTPUT Quality Criteria, OSO-89 and 8CSt SuNdIng Component Safetyrriformation ovrsikibve firom fiws Piroe inditute, 2111 K Lee Street. Suinl,312, Aleyandna, VA 22314, as ,4 I vi VWASn", rV777M NOTES - 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated foaLlie) 947 Its down and 85 to up at 1-3-4, 947 Its down and 85 to up at 2-7-4, 947 to down and 85 Its up at 4-7-4, 947 lb down and 85 to up at 6-7-4, 947 lb down and 85 111 up at 8-7-4, 947 to down and 85 to up at 10-7-4, 947 lb down and 85 to up at 12-7-4 795 to down and 75 In up al 14-7-4, 795 1b, down and 75 to up at 16-7-4, 795 1b down and 75 to up at 18-74, 483 lb down and 47 1b, up at 20-7-4, 483 111, down and 47 to up at 22-7-4, and 483 W down and 47 in up at 24-7-4, and 483 to down and 47 lb up at 26-7-4 on bottom chord, The design/selection of such connection devire(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced)Lumber Increase -1.15, Plate ftrease-1, 15 Uniform Loads (pff) Vert: 1-4-.96,4.5--96,5-6-.96,6-9=-96,10-18=-14 Concentrated Loads (1b) Vert: 14-947(f) 13=-795(F) 12=-795(F) 24=-947(F) 25=-947(F) 26--947(F) 27=-947(F) 28=-947(F) 29=-947(F) 30-795(F) 31-483(F) 32--483(F) 33=-483(F) 34-483(F) WARNING - Verify doing. pstrarn.t. ..It READ NOTES ON rnis AND INCLUDED OTEXPEFERANCE PAGE AN rev, I0e3 015 BEFORE USE, Sres;gn vdkf for use, one with NA,-, eses connee. fors. The de sign is based onT upon par ismehas shownax is fir an andissdvoi puWing Component, nor MR a tva syriern Before use the buiPstirig designer ninsf venp the rappliccarMy of fedgn po,omejen, and sandirewit, hCorponste this design into the 0yeroH Wkfingdes�gn Bracing v1dirXIiLO is Its prevent bvckiing of individual truss web and/or chord members only, Addffi*noE temporary and permanent bracing WOW is arvays required for sfubfkty and to prevent cogatessr,0h possibie personal injury and property damage, For Fieneost guidance asSondknis The 7777 Greenback Lane tabricanon, sloodle, delivery, efe0ion and bracing of trusses and truss systems. see ANSnTF11 QualifyCilrend, DS5.89 and SCSI inifftima Component t sude 109 Safety Information avaii0e,* tgrn"C'uss Note institute, 2t8 N, Lee Street, Suite 3i2, Meyoncida, VA 22314. V� M z � � 2.0-0 140-15 l LOADING (psi) SPACING- 2.0-0 j CSI. DEFL.. in (stag ]/deft Ud PLATES GRIP MT20 1971144 TCLL. 30,0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 5-6 -999 240 TCDL 16.0 Lumber DOL 1,15 BC 0.56 i VerdTL) 0.00 5-5 >999 180 j BOLL 0.0 Rep Stress incl YES WS 0.05 Horz(TL) •0.09 4 nta nta i Weight 12 Ib FT = 0% SCOL 70 Code lRC2009PrP12007 (Matrix M) LUMBER- TOP CHORD 2x4 SPF No.2 BRACING - TOP CHORD Structural woad sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals WEBS 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied car 10-0-0 oc bracing � �?, �.... .. , _ Mtiek recommends that Stabilizers and required cross bracing i { be installed during truss erection, in accordance with Stabilizer REACTIONS. (IbPsize) 4=-2541Mechanical, 5--468tMechanicat, 6=1 1 2 110-5-8 Max Harz 6=97(LC 7) Max UpIM4=-254(L 1), 5=-468(LC 1), 6=. 68(LC 7) Max Grav 4-19(LC 7), 5-118(LC 7), 6-1121 (LC 1) FORCES. (to) - Max. Comp,lMax. Ten. - All forces 250 (to) or less except when shown. TOP CHORD 2.7--285/60 BS 3.6--34310 NOTES- 1) rightheiqhts)� cantilever left and + DOL=I 60 2) Plates checked de3) This truss has gree . een designed for a a * at bottom chord live .e loads 4) Refer to girder(s) for truss to truss connections, 4-254, 6) "Semi-rigid pitchbreake with fixed d fixity model was used in the analysis and design of this truss, January 7, 016 WARNING • V.1d, design pararnatars and READ NOTES ON THIS AND INCLUDED OTEX REFERANCE PAGE A## 7473 ray. 1010"015 BEFORE USE. Design voW fof use on y Mhr Webs connectors. This de0gn is based ony uron Pornmerefs shownid , and #s Rx on indivuot budca ding cmponeni nisi o inns system/. 80ose use the b ieling deagner ruou verify the appScadtxry of design porameteni and property incorpof ate ftus design into She ooveroll � buibfing design. Bracing nofiraied is to pie4oaft lruckfing of ind'ivieua§ buss web andlcu cohotd members only Addlfivid temptonsty and permonenf fsradng is atways requ'aed for stobiiity and !o prevent co➢lapse with poshiste persanat tniury and room tty darr oge. For general guidance regarding the i 7777 Greenback lane foancaton, storage delivery, ere limn and f=rog of masses and tfuss syate"n, see ANSL71`11 fatality Crserk i, offs -89 and SCSI Building Component Suite 109 Safety Information avoiobre from Truss f'ieste SnsOute. 218 to tee Sneer, Suite 312. A€exandna, VA 22314, Cdrus t$ c tHs A, 95? a.o.o 4- 3a.'0 NOTES- 1) BCDL=4,2pst, h-1511; B=45ft; L=24ft; eave=4ft; Cat, if; Exp C; partially; MVVFRS (all checkedheights); cantilever left and right exposed � end vertical left and right exposed� Lumber DOL -1,60 plate grip D0L=1 .60 2) Plates for a plus or minus 5 degree about 3) This truss has been designed for a ♦ other live leads. 4) Refer to girder(s) for truss to truss connections. -1b) fixed100 lb uplift at kgriffs) 4. 5 except (R 6) "Serrit-rigid pitchbreaks with e analysis anddesign January 7,01 WARNING. Vetfty, design paraanere. and READ NOTES ON FWS AND INCLUDED NFEtK REFERANCE PAGE Mit-7473 rev, 1 01 BEFORE USE. i Design woad fm. in use only win mitek* conne0ars TheThedesign Is bored Qn7S� upon pp orneien shcawrrr. and o for an tndividuabi Hdini component, rent i a truss systeBefom case the bui4ng d"grser must verify the oppkobiity of design pans". fens and shot Tey incorporate this design into the overaft 9 builsd t,g ddefgn. Bracing nd c:aiescf is to prevent bucUng of indivsdurs€ truss web andloxf chord mernbe s army, Addsionos ternpoiary and permanent bracing Qs afwov%requked tog stobliiy and to prevent corapse with possible personal inpry and property domoge, rcx gerserat guidonce regarding tete � 7777 Greenback Lane fabrication, sionpie detivery, enaction and bractng of trtasses and feuss sysfems. see ANSI/TPII Quo*y CrHerta. 6$8.89 and BC.SI Buddtng C*mponent sutia 149 Safety tnformatton avasoixe from Truss Plate frnflivie. ', 1ft II Lee Street. Suite 362. AMsxorrdrlo, VA 213144 ,.varus, ftifhSa �A. 2x4 t` $ 6 31+4 LOADING {pBf} SPACING- 2-0-0 CSI. DEFL. in (toe) Ifdefl Lia PLATES GRIP MT20 1971144 TOLL 30,0 Plate Grip DOL 1.15 TO 0,47 Vert(LL) 0} 02 5-6 >999 240 TCDL 18.0 i Lumber DOL 1.15 BG 0,54 f Vert(TL) 0.03 5.6 >999 180 BCLL 0.0 s Rep Stress €nor YES WB 0.06 Horz(Ti) -0.16 4 n/a nta Weight 17 Ib FT = 0% BOLL 7.0 Code iRC2009tTP12D07 (Matrix M) LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, TOP CHORD 2x4 SPF No.2 except end verticals BOT CHORD 2x4 SPF No.2 BS 2x4 SPF No.2gid BOT GHORD ceiling directly applied or 10-0 0 oc bracing Rigid _. MPTek recommends that Stabilizers and required cross bracing ( be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 4=33/Mechanical, 5=-83/Mechanical, 6=66310-5-6 Max Horn 6=266(LC 7) Max Uplift4=-83(LC 4), 5=-83(LC 1), 6=-107(LC 7) Max Grav 4=82(LC 5)„ 5=17(LC 5), 6-663(LC 1) FORCES. (to) - Max, Come [Max. Ten. - All forces 250 (lb) or Cess except when shown, BS 3-6=-29080, 2-6--1621337 NOTES- 1) BCDL=4,2pst, h-1511; B=45ft; L=24ft; eave=4ft; Cat, if; Exp C; partially; MVVFRS (all checkedheights); cantilever left and right exposed � end vertical left and right exposed� Lumber DOL -1,60 plate grip D0L=1 .60 2) Plates for a plus or minus 5 degree about 3) This truss has been designed for a ♦ other live leads. 4) Refer to girder(s) for truss to truss connections. -1b) fixed100 lb uplift at kgriffs) 4. 5 except (R 6) "Serrit-rigid pitchbreaks with e analysis anddesign January 7,01 WARNING. Vetfty, design paraanere. and READ NOTES ON FWS AND INCLUDED NFEtK REFERANCE PAGE Mit-7473 rev, 1 01 BEFORE USE. i Design woad fm. in use only win mitek* conne0ars TheThedesign Is bored Qn7S� upon pp orneien shcawrrr. and o for an tndividuabi Hdini component, rent i a truss systeBefom case the bui4ng d"grser must verify the oppkobiity of design pans". fens and shot Tey incorporate this design into the overaft 9 builsd t,g ddefgn. Bracing nd c:aiescf is to prevent bucUng of indivsdurs€ truss web andloxf chord mernbe s army, Addsionos ternpoiary and permanent bracing Qs afwov%requked tog stobliiy and to prevent corapse with possible personal inpry and property domoge, rcx gerserat guidonce regarding tete � 7777 Greenback Lane fabrication, sionpie detivery, enaction and bractng of trtasses and feuss sysfems. see ANSI/TPII Quo*y CrHerta. 6$8.89 and BC.SI Buddtng C*mponent sutia 149 Safety tnformatton avasoixe from Truss Plate frnflivie. ', 1ft II Lee Street. Suite 362. AMsxorrdrlo, VA 213144 ,.varus, ftifhSa �A. w...,,._.....,__,..,_.._..,._.__....49.95 _...�.._.-.__e,.___...„.� S- 1-10-15 NOTES - If ♦ ♦sed; MWFRS (aft C; enclo heights)� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -I .1511 p9fe-9n-pT7jC=-Y7b* 2) Plates checked for a plus or minus 5 degree rotationabout designed3) This truss has been w !i pfff bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections, Provide connectionothers)y plate capable of withstanding 100 111 uplift at W 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall hot exceed 0.500in, WARNING. Varity derVirn paraneten and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE AVI.7473 rev. 101039015 BEFORE USE, Design ocid tot use only with Nerekei connectors This design is based one upon pcarometeees shown and 9s far an indisidud building component ncf i a iwn syslern, Before use, the buitcling designer must verify #tee orescoUti y Of design porometers and property'reorporafe the design into tire overall d Mi „ building deogn. ffcscs Q Pndi caned is lea pzrevent buck.hng of endividueaf truss woo and /or chot'd members Only. Addifvond temporary and perm anwit tuacing g is alwroys osquarto far sitsbitity and to Prevent coitapse Wth po situe personal inivor and proor eiy damage, For genera8 guidance regarding the 7777 Greentaad Lane toorinoisone staroge, deft orry, ansci,-ian and bracing of trusses and tcivr sys€erns, see ANSt/tPtt i smRty Cdteno. DSS -89 and SCSI SaSding Component � Suite 109 Safety information awaBcabie from hues P9ate inslttutee, 218 N. Lee Sionst, Safe 312, Aiexane^Yrlca, vA :23 ta. d _�krua,FWte�hta GR„,�� LOADING (psf) SPACING- 2-0-0 Cst, DEFL. in (loc) tidefi Ltd PLATES GRIP MT20 197It44 TCLL 30.0 Plate Grip DOL 1,15 TC 0.07 Vert(LL) -0,00 4 >999 240 TCDL 18,0 Lumber DOL 1.15 BC 0,02 Verl(TQ -0.00 3-4 >999 180 € BCLL 0.0 Rep Stress Incr YES t WB 0.02 Horz(TL) -0.04 2 nda hid Weight 9 tb FT 0% BCDL TO i Code IRC20091TP12007 I (Matrix M) LUMBER.. TOP CHORD 2x4 SPF No,2 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purl@ns, BOT CHORD 2X4 SPF No.2 Bt T HORD except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SPF No.2 MITek recommends that Stabilizers and required cross bracing 1 be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ibtsize) 3=123Mechanical, 4=96!0.5-8, 2=841Mechanical Max Herz 4=81(LC 7) Max Uptatt2=45(LC 7) Max Gray, 3=30(LC 2), 4=96(LC 1), 2=84(LC 1) NOTES - If ♦ ♦sed; MWFRS (aft C; enclo heights)� cantilever left and right exposed � end vertical left and right exposed; Lumber DOL -I .1511 p9fe-9n-pT7jC=-Y7b* 2) Plates checked for a plus or minus 5 degree rotationabout designed3) This truss has been w !i pfff bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections, Provide connectionothers)y plate capable of withstanding 100 111 uplift at W 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall hot exceed 0.500in, WARNING. Varity derVirn paraneten and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE AVI.7473 rev. 101039015 BEFORE USE, Design ocid tot use only with Nerekei connectors This design is based one upon pcarometeees shown and 9s far an indisidud building component ncf i a iwn syslern, Before use, the buitcling designer must verify #tee orescoUti y Of design porometers and property'reorporafe the design into tire overall d Mi „ building deogn. ffcscs Q Pndi caned is lea pzrevent buck.hng of endividueaf truss woo and /or chot'd members Only. Addifvond temporary and perm anwit tuacing g is alwroys osquarto far sitsbitity and to Prevent coitapse Wth po situe personal inivor and proor eiy damage, For genera8 guidance regarding the 7777 Greentaad Lane toorinoisone staroge, deft orry, ansci,-ian and bracing of trusses and tcivr sys€erns, see ANSt/tPtt i smRty Cdteno. DSS -89 and SCSI SaSding Component � Suite 109 Safety information awaBcabie from hues P9ate inslttutee, 218 N. Lee Sionst, Safe 312, Aiexane^Yrlca, vA :23 ta. d _�krua,FWte�hta GR„,�� Em LOADING lost) SPACING- 2-0-0 TCLL 30,0 Plate Grip DOL 1,15 TCDL 1&0 Lumber DOL 1,15 SCLL 0,0 1 Rep Stress Incr YES 8CDL 7O 1 Code IRC2009/TP12007 WB 0,04 3X4 CS1, 1 DEFL. in (lac) Vdefi Lid TO 0,33 Vert(LL) -0.01 4-6 >999 240 EIC 0,12 VerftTL) -0,02 4-5 >999 180 WB 0,04 Horz(TL) 0,03 3 n/a n1a {Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No,2 BOT CHORD REACTIONS. (lb/size) 5=20411slachanicM, 3-178/Mechanical, 4=26IMechanical Max Harz 5=128(LC 7) Max UplFft3=-95(LC 7) Max Gross 5=204(LC 1), 3-178(LC 1), 4=63(LC 2) FORCES. (1a) -Max, Comp,/Max, Ten. -All forces 250 (lb) or less except when shown, Weight: 15 lb FT - 0% Structural wood sheathing directly applied of 3-10-16 OC purlins, except end verticals, Rigid ceiling directly applied or 10-0-0 he bracing, Stabilizer$ and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES - 1) Wind: ASCE 7-05:10loriph� TCOL-10.8pst SCDL-4.2psfh=1511-1 B=45ft; L-24ft� eave-4ft; Cat, 1k, Exp C1, enclosed; MWFRS (all heights), cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1,60 plate grip DOL -1,60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord live load rionconcurrent with any other live loads, 4) Refer to girderts) for truss to truss connections, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jointia) 3, 6) "Semi-rigid pitchbrealks with fixed heels" Member end fixity model was used in the analysis and design of this truss. January 7, 016 ,&WARNING • VerIfy dissitin laraftef.. and READ Maras ON INS AND INCLUDED WTEK REFERANCE PAGE AR 7473 rov. I&OX2015 BEFORE USE Den gnvaj,�d tot use MrTekli connec tots. The design, is based on. Upon porometenshown, and is for an indadual, butkeng component. not ,, 0 uss I system. introns use. the busksng devrintst must vistify the apsificabi ty of design poranwrers and rooDe0Y hCOtPOTChs this design into the Ov's"", buifding deugn. Brocing indicided is 10 prevent bucking of individuat truss, web ondsof choef mentions onry, Addiffond fentpoory and pefrnenent boring is oovoys nsqu;yed ftx stabs y end to prevent cotarise oiet possibe, personot intury cared propwts donvage. For gensod gkiidonce regordhg the j7777 Greenback Lane tobdcolion, snxage, delivery, erecticm and bracing of irvnes and truss sysits", see ANVANI Quottly Ctitedo, DS441 end 4C$1 Building Component Suite 109 softsfyinformotion 0vtotoinie Born Truss Note insritule, 2)8 N, Lee SITeef, Suite 311 AWxonddrs, VA 221314. .. . ........._a_. . ................. 2-Q-0 1�2-12 4-6-4 2x4 11 4 2X4 t }. 6 2X4 it 3x4 =: LOADING (pst]i SPACING. 2-0-0 CSL DEFL. In (loc) Vdefi Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1,15 TC 0,46 Vert(LL) -0,01 5-6 >999 240 MT20 1971144 TCD. 18,0 3 Lumber DOL 1,15 i 8C 0.10 Vert(TL) -0.02 5-6 >999 180 BC LL 0,0 Rep Stress Inor YES WB 0,08 Horz(TL) -0.00 5 are Wait BODE i.0? Code IRC200911'P42007 {Matrix -M) Weight30 to FT - 0% LUMBER- BRACING - 'T OP RACING-'TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOTCHORD REACT$ONS(lb/size) 6-68210-5-8, 5=124/Mechani Max Harz 6=254(LC 4) Max Uplift 6--210(LC 7),5-152( Max Grav 6=682(LC 1), 5=167(L I FORCES. (to) - Max, Comp./Max, Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=471275 WEBS 3-6-562/164 Structural wood sheathing directly applied or 5-9-0 oc purlins, except end vertioals. Rigid ceiling directly applied or 6-0-0 oc bracing, F -M, ife k'r"bcom,r an ris--ift'i-t S-lia-b-iii iers, _and _required , crass`bra,c_ing__,__, be Installed during tirtass erection, in accordance with Stabilizer NOTES. 1) Wind� ASCE 7-M 105mph: TCDL-10.8psf; BCDL-4.2psf; h-15ft; B=45ft; L=2411; eave=4ft; Cat, It; Exp C� parfially� MWFRS (all heights)� cantilever left and right exposed � end vertical left and right exposed: Lumber DOL -1,60 plate grip DOL -1 60 2) Plates checked for a plus or minus 5 degree rotation about its center, 3) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loadiI, 4) Refer to girder(s) for truss to truss connections. 5-152. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. tf WARNING. Verify deariteparameters and READ Norse ON rtWS ANOtNcLuaEowrEKREFERAmcepAaEw74r3rev. iWinisuriseEFoRE use, J's�,"g Pon is i Nil' De nvoid fo� use only with feflent0connectors. This detsgr) 4 based or, U orametem shmon. and hfor onindMducil ouittling component, not a a syslern, Before usa the buiWirn; designer murt sedfy the areskablity of dessar parannsters and property hcorporore 1M deign into itbe ovwatl building design. lftachg &nrecorsrd o to prevent bucking of indrviduoi t3ae web andlor chord merneers only. Addifionof rerrasrxory and permanent bracing MiTek' is ravoys required krrsfataiffy and to preweht catiopse with possible prossorot iniury end property damage hotgenehrguidance arslararugthe 7777 Gasernsirds Lane fobrk:,ahon, storage, detivery, erection and orsenug of trusses and truss systems, see ANSI/Ti'll QualkyCrItedo, D$8-99 and SCSI Suflding Component suite 109 Safety information avreiabiefromTfU$s Nore V,04uta 21S R Lee Street, SuRe W2, Aiexondflo, VA 27.314. CArus tea rghts, CA 95 am _.w__—_._.__,_,_:. s-g-n 2x4 3i 2 �, 1) Dead + Roof Live (balanced): Lumber increase=1.15, Plate Increase=1.15 Uniform Loads (pit) 4 2x4 i; t a 04 == °s 6766 rn* * * 39,0__,..._.._„,.., _ __ � _ ..._._.�..,..._ LOADING (psi) SPACING- 2-6=0 � CSI. DEFL in (too) Itdell Ltd PLATES GRIP TOLL 36 Plate Grip DCsL 1.15 TC 6.35 Vert{LL) -0,00 3-4 >999 240 MT20 1971144 TCDL 18.6 Lumber DOL 1.15 8C 0.10 Vert(TL) -6.61 3-4 >999 196 6CLL 0.0 Rep Stress Incr NO WB 0,02 i Horz(TL) -0.66 3 n/a nla 0% BODL 7.6 Code IRC2009fTPi2007 (Matrix -M) Weight 20 to FT LUMBER- BRACING.. TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 210OF 1.8E BS 2x4 SPF No.2 BOTCHORD REACTIONS, Max Herz 4=156(LC 4) Max Uplift 3-45(LC 4) 1 FORCES, (to) -Max. Comp,tMax, Ten, -Alt forces 250 (lb) or less except when shown TOPCHORD 1-4-262/0 Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 ac bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer NOTES- 1) heights) � cantilever left and right exposed : end vertical left and right a DOL- 1,60 plate grip DOLw 1,60 2) Plates checked for a plus or minus 5 degree 3) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent 4) Refer to girder(s) for truss to truss connections, 5) Provide a plate capable of withstanding 100 lb uplift at jointia) 3. 6) "Semi-rigid .. modeldesign of chord. The designisetection of device(s) is the responsibility of others. section,8) In the LOAD CASE(S) loads applied to the face of a as frontS` LOAD CASE(S) Standard �, 1) Dead + Roof Live (balanced): Lumber increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=96,3-4=-14 Concentrated Loads (lb) t a Vert: 1-96 5-190(F) °s 6766 rn* * * 1 WARNING, - Verity design }r.afers and READ NOTES ON ?FTS AND INCLUDED WTEK REFERANCE RAdE NF7073 rev. 9"1401$ BEFORE USE. Design vosd be use only with WeitO connectors, This design is loosed onrr upon parameters shisuon and is for an lndividuai buiUng cornstareent, not Nil' o tress system. Before use, the b0drig designer mus@ verify flee ap rcabi ity of design parameters bad properly incorporote fhrs design We the oumrati r akAr ang design. Bracing h6cared is to prevent buckling of incrudure truss web anchor chord members only. Additional temporary and perfmonern bit. ing is reerys tequired tar siatiffily and to sesurenIt cc: ivpae w?th possible personal salury and property damage. bur general guidance: regarding the � 7777 Gfeenback Lane fobricrsnona storage didivery, efectkarn and bracing of trusses and fens hrseems, seas AN$pIPu @uo8ty Criteria, DSO -89 and SCSI 60ding Component sells 409 Safely information ovarktble fror” Two Mole Sr lifute, V8 N. Lee Street, Suite 312, Alexondna, VA 22314. W2-0-0 20.0 3-9-Q 2x4 SE 3 exceptFORCES, (lb) - Max, Comp,/Max. Ten, - Ali forces 250 qb) or less TOPCHORD 2-5-4361115 NOTES- I sC; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and tight exposed� Lumber DOL -1 .60 plate grip DOL=1,60 2) Plates checked for a plus or minus 5 degreerotation 3) This truss has been designed for a t per bottom chord live load nonconcurrent with any other live loads, 4) Refer to girderfs) for truss to truss connections. 5) 0 roride mechanical corinectiori (1y others) df tryss t# b4atino Stlete coissibile of witisstantrin,,f too lic-uplift at joint(s) 4 except (jt=l*), 5-101, 6) "Semi-rigid pitchbreaks, with fixed heels" Member end fixity model was used in the analysis and design of this truss, January 7,2016 i WARNING - Verity dasiti. pemar.fers and READ NOTES ON TMS AND tNC&UDED AOTEX l FERANCE PAGE d-7473 rev. 10005 2015 BEFORE USS, i Des6gn vdid €or useony wash tot es& connectara. Chis design abased ante "pan praromeners shoen*, and is for an lncxvIdnrai bv66ngcompone:.nt not i o tits system. Bee#a+e use, the b" Ming deelgne+ ntusl verity the oplassco0ity of design rstarneters and properly incorporate the dOsion into the ovrado be iii ng oes�h Bracing i,rodik;an ai is to prevent bucking al i ndividud truss web csruiyoa chord members onty, Adetiticoneal len�port'ory and pererteanenf bracing i 1 66 is c fwoys required for stotAity and to Isovent cogopsee with poss€tb t.Fi iDiagonis Hp (Shier 12 t .„ ""..1: ce a oto asep 29 sots M,Tek laadnsir�es. Inc, Thu Jan 07 ee.at. M 2f.gEMGr6nfYBtoRMST?WYPz8 Ew-gagy£3C.172aNHyHCncTVI?TgpLi1 �..�,2•9-95 p „t t 4 I 4 I I Im R462724Q3 NOTES- 1) heights); cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) Plates checked for plus or degree rotation 3) This truss has been designed toads. Mh 4) Refer to girder(s) for truss to truss M 5-119. M pdchbreaks with fixed heels” Member end fixity model was used in the analysis and design loads7) In the LOAD CASE($) section, tl to the face of the truss are noted as front (F) or back (8), LOAD CASE() Standard 1) Dead +Roof Live (datanced)Lumber Increase=1.15, Plate Increase=1,95 Uniform Loads (pit) Vert: 1-2--96 Trapezoidal Loads (pif) Vert: 2=-4(F-46, 8=46) -to -3--195(F-_50, B=-50), 5=0(F-7, B=7) -to -4-_28(F=_7, 8=-7) WARNING • Viwifirdesliforr,ranatirrosnd READ Notes ON -rNr5 AND INCLUDED WTEK REFERAN E PAGE ANI.7475 rW IWW QYs BEFORE USE. Dec a y, w acid for eine onif+w0h orTesO connectors. Tins design is based an tr upon Frommeterx shavon, and is for an individual building component. not a rerss syslern, Before ase the burlelsng designer must verify the oppAcabitrty of design rossrarneters and property incosporrhe this design anlo the oueroP b04cin,ga riengn. looci ug inc4cWed is to prevent bucMing of individual hirss web and/or chard members only. Addhismot temporary and permanent brodog is olwoys required for stability and to prevent coitoose pail posobie pessonat inl sry and property damage. For general guidance regarding the faenc¢rton storage, derverlr, erection and le achri of trusses and truss systems. see ANSI/TPn Gtuality Criteria, dSA•8P and SCSI Suilding Component av Safety Information oi!cbie helm Truss state hnsniute, 2 S& re Lee Street. Suite 312, Merrandria, V,1223b6. M U3 vUp LOADING (psf) SPACING. 2-0-0 CSi„ A ^V DEFL. µ in (too) Well � PLATES GRIP �} i TCLL 30.0? Plate Grip DOL 1,15 TC 0.38 3 Vert(LL) -0.21 4'"5 >436 24(a I MT20 9371144 TCDL 18.0 Lumber DOL 115 1 BC 0.63 Vert(TL) -0,44 4-5 >211 980 BCLL 0.0 Rep Stress lncr NO VM 0.90 1 Horz(TL) -0.00 4 rape rata BCDL 7.O Code IRC2009fTP12007 =, (Matrix -M) 1 Weight 5 to FT - 0% LUMBER BRACING- TOPCHORD 2x8 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 8-0-1 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. SS 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0 on bracing _._ Was recommends that Stabilizers and required cross bracing_,_,_..,...,_,__` be installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 4=525/Mechanical, 5=63710-5.8 Max Harz 5=254(1„C 4) Max Uplift 4= 100{LC 4}, 5=-119(i"C 7) FORCES. (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib> or less except when shown. TOP CHORD 3-4-4521120, 2-5--6011141 NOTES- 1) heights); cantilever left and right exposed I end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) Plates checked for plus or degree rotation 3) This truss has been designed toads. Mh 4) Refer to girder(s) for truss to truss M 5-119. M pdchbreaks with fixed heels” Member end fixity model was used in the analysis and design loads7) In the LOAD CASE($) section, tl to the face of the truss are noted as front (F) or back (8), LOAD CASE() Standard 1) Dead +Roof Live (datanced)Lumber Increase=1.15, Plate Increase=1,95 Uniform Loads (pit) Vert: 1-2--96 Trapezoidal Loads (pif) Vert: 2=-4(F-46, 8=46) -to -3--195(F-_50, B=-50), 5=0(F-7, B=7) -to -4-_28(F=_7, 8=-7) WARNING • Viwifirdesliforr,ranatirrosnd READ Notes ON -rNr5 AND INCLUDED WTEK REFERAN E PAGE ANI.7475 rW IWW QYs BEFORE USE. Dec a y, w acid for eine onif+w0h orTesO connectors. Tins design is based an tr upon Frommeterx shavon, and is for an individual building component. not a rerss syslern, Before ase the burlelsng designer must verify the oppAcabitrty of design rossrarneters and property incosporrhe this design anlo the oueroP b04cin,ga riengn. looci ug inc4cWed is to prevent bucMing of individual hirss web and/or chard members only. Addhismot temporary and permanent brodog is olwoys required for stability and to prevent coitoose pail posobie pessonat inl sry and property damage. For general guidance regarding the faenc¢rton storage, derverlr, erection and le achri of trusses and truss systems. see ANSI/TPn Gtuality Criteria, dSA•8P and SCSI Suilding Component av Safety Information oi!cbie helm Truss state hnsniute, 2 S& re Lee Street. Suite 312, Merrandria, V,1223b6. M U3 If-" I 1-U-0 M03MIMM 3X4 ', 28 27 26 26 24 23 22 21 20 19 is 17 16 3x4 ^`' LOADNG (pati SPACING- 2-0-01 CS1. DEFL. in (too) Udell Lid TCLL 30.0 i Plate Grip 00L 115 TC 0,09 VerpLL) Ala me 999 TCDL 16,0 1 Lumber DOL 115 i BC 0,07 Ved(TL) file Did 999 BCLL 0,0 Rep Stress Incr YES M 0,11 Horz(TL) 0,00 15 NO n/a SCDL TO Code IRC2009fTP12007 I (Matrix) I Weight: 109 In FT - 0% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 OC PUOM BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing MlTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer (ib) - Max Herz I =208(LC 6) Max Uplift Ali uplift 100 1b or less at joint(s) 1, 23, 25, 26, 27, 28, 20, 19, 18, 17, 16 Max Grav All reactions 250 to or less at joints) 1, 15, 22, 23, 25, 26, 27, 21, 20,19,18,17 except 28=304(LC 11), 16=304(LC 12) NOTES - 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-05; 106mph; TCDL=10.Bpsf; BCDL-4.2psf� lf=1511� 8=45ft: L=24ft; Bsave=sift� Cat. 11; Exp C; enclosed� MWFRS (all heights); cantilever left and right exposed; end vertical left and right exposed; Lumber D 0 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 5 degree rotation about its center. 5) Gable requires continuous bottom chord beating. 6) This truss has been designed for a 10,0 psf bottom chord five load nonconcurrent with any other live loads, 26,27,21 20,19, 18,17,16, 8)"Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, A WARNING • Verify design p.aft. and READ NOIES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1101-7472 nw, 10/03,2015 BEFORE USE Design valid frit use ants, vAth M7&B, connectors. This design is based ofsN upon porometeri sru hnn, and Is for on inarsiduoi purpling component not a foos sysuen, Before use, the building designer must verity tree opletostru , �ty of design parameters and property incorporate this dissrgn into the overall buitding desegn. iffacing indicated v or prevent ouckting at indMdkosi truss web and/or chord nsembies only, Additional rerninsfors, and permanent procing is aivors osquired for sfabiMy and to prevent cofarsse Wth possibile personal dnjury and property charge, For general guidance regarding the farxicarton, storage, delivefy, erection and bracing of trusses and fitsiss systerns see ANSI/Ti'll Quality Cifferfir DSS -89 and SCSI livilding Component cn,afkjairt earn Truss Piale inslihite, 218 N. LeeStnset, Sure 312, Mexandirks, VA 21314, January 7,2016 7777 Greenback Lane Suite 109 N I ROMMENIM get -s.= 9 6 7 6 3xA � 2x4 s+ 3x4 � � 2x4 i, 2x4 ,6-- -- LOADING (psh ... E SPACING- 2-0-0 CSI. DEFL, in (toe) 1/deft Ltd � PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) nia me 999 MT20 1971144 TCDL 18.13 } Lumber DOL 1.15 BC 0.19 Vert(TL) nta ma 999 BCLL 0.0 Rep Stress Incr i YES WE 0.15 Horz(TL) 0.00 5 nta n1a ° Weight 57 Ib FT 0% BCDL 7.0 Cede IRC200gtTP12007 (matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins„ SOT CHORD 2x4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 90-0-0 oc bracing OTHERS 2x4 SPF No.2 iTek recommends that Stabtatxers and required crass bracing , be installed during truss erection, in accordance with Stabilizer lnstaliattpn,uldp,. .....__..,...,.,..." REACTIONS. All bearings 18-0-4. (3b) « Max Horz 9-169(LC 6) Max Upitft All uplift 900 lb or less at joints) except 9=-134(LC 7), 6: _134(LC 7) Max Grav All reactions 250 to or less at joint(s) 1, 5 except 7-292(LC 1), 9-574(LC 11), 6=574(LC 12) FORCES, WEBS 3-7-26310, 2-9--4741160, 4-6--4741160 NOTES- 1) verticalheights): cantilever left and right exposed ; end exposed; e e 3) Plates checked for a plus or Y 4) Gable requires continuous bottom chord bearing 5) This truss has been designedi • d nonconcurrent with any other live loads, t# * a X. i124 1* u,*fift at jQnq 9 afyi, modeljoint 6. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity of this truss ArARNINO • Ve dfy thesforf paramatars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AW 7473 rev. 1"312615 BEFORE USE. Design vcf gid for Use onh" with ,vc"leM connectors, This design o bused on,y upon porannettas shown, crud is for can irrrflvfdussi butis ing component, rapt i a €Hasa sy5tesxt Bet€sre une. the buisding devgrawr must vasfly the oplutcob€SIF of desegn parameters orad property s .corporate this design eMrs the overall buiWng desGn. Sroring ,roloated is ?a prevent bucking of individual truss web anchor chord members onty. AdcInkma€ #ens»porno, and permanent brocarg is always reouked roe s rami y and to prevent coHopse vAh poWi dee persanof iniury and property dtxmoge. For general guidance regovdtrng the 7777 Greenback Lane fe,'+bucaflon, storage, de Rvaery. erection and bracing of trusses end truss systems, see ANSI/TBit 0voMy Crteda. D$$-$9 and $C$I aupdfng Component ` Safety rnfatmattort ovo4oUe Rrarn tsusx EySaie 6cesir,uFe. 218N, Lee. Street. StAl e 312, Atexond+ia, VA 2..� 4 Suite Gurus Ht%orghis, CA. 95 I ---_--------------- 7.0-8 3x4 .�. 8 7 b 8x4 �� I Scam = 129.7 2x4 „ 2x4 fil 2x4 d aas ......,m..... 143 t.D LOADING (psi} SPACING- 2-0-0 CSL DEFL, in (too) Well Lld PLATES GRIP TOLL 30.0 Plate Grip DOL 1,15 TC 0.23 Vert(LL) nta site 999 MT20 1971144 TCDL 18.0 Lumber DOL 1.15 BC 0.09 Vert(TL) are site 999 BCLL 0.0 { Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 nta Wa BCDL 7 0 Code IRC2009ITPI2007 i (Matrix) VVeight 42 Ib FT - 0`le -.,__ 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 100.0 € r. bracing OTHERS 2x4 SPF Na,2 s9 Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 14-0-4. (lb)„ Max Harz 1--129(LC 5) Max Uplift All uplift 100 to or Mess at)oint(s) 1 except 8-_102(LC 7),, 6--102(LC 7) Max Grav All reactions 250 to or less at joint(s) 1, 5 except 7-349(LC 1), 8-437(LC 11), 6- 37(LC 12) FORCES. (tb) -Max, Comp,/Max. Ten, -All forces 250 (lb) or less except when shown. WEBS 3-7--29210, 2-8=-383/130, 4-6=-383/136 NOTES- 1) Unbalanced loads- r « :« exposed;heights); cantilever left and right « vertical left and right exposed; i grip +. 3) Plates checked for a plus or continuous4) Gable requires Y bearing, 5) This truss has been psf bottom oa 7) "Semi-rigid pitchbreaks with fixed ..Member«fixity model i ��W�_ 4 - I f WARNING . gorily deafgrt P ratnetexs and READ NOMS 414 MS AND d eCtUDED OWTEK REFERANCE PAGE W1-7473 rev, 10/0312015 BEFORE USE. � Des=gri vapid ?cit use arse* wi€h 4tTesk i cor+rvecrrars This afesdgn K taosed anh� upon patame#ers shrosn- and 4 for an inuiv rrat duRding component, rud i a !ruse sysfem. Sefore use the bu j9,ng designer must verify lite uppRcob35ty v' descin porometers and proruedy rrcotporate this dengn inFn the overati adt bui16ng desrg7n. inacing incitcotect is to otevent auckfing at individual Truss sneb andhor chard members only. Adeitfk,rra$ fernporary+ area pertt onem bracing MITOW fs of us `s reciu'red for siobWnr and to ra evert coltapse Me pasrbke dwsaral injury and properly damage, For general guidance regarding the 7777 GreenCnak Lana foorcolion, storage, ae0very, erection and onaaing of trusses and truss systems. see ANSVTPII Quality Cdkerkis DSO -59 and SCSI Building Component 66 Gore 109 safety Information avoliobte ftom Friss Pirate oratitute, 218 N Lee Street. Suite 312, Atexond3ria, VA 2233 i 4. 8 Citrus Hetohts, CA 95 R46272907 ID;2LgEMGr6 tfYBLoRM5T71`i 'z i;&-yzy6R13OaCd?tibYAkuYmAuv9RWn3MgmX7gbl'R4axml8 5-0.8 5-018 Scant = 1:22 0 06 :::,r. Is 4 2X� 'w 2%$ 2x4 t d LOADING (psi) SPACING- 2-0-0 cS1, E DEFL. in (too) Well Lid j PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) nta nta 999 MT20 1971144 TCDL 16.0 Lumber DOL 1.15 BC 0,27 Vert(TL) nla fila 999 B LL 0.0 i Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 fila fila 0% BCDL 7,0 f code IRC2009ITP12007 j (Matrix) I Weight 27 lb FT - LUMBER - TOP CHORD 2X4 SPF 1,10.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 (Ibissize) 1=245110-0-4,3-245110-0-4,4-512/10-0-4 Max Horz 1-90(LC 6) FORCES, (to) - Max, Gornp,/Max. Ten. - All forces 250 (to) or less except when shovirm WEBS 2-4=-360136 BRACING - R or 6-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or a R MiTek recommends that Stabilizers a required cross erection,be installed during truss NOTES- 1) ie heights); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1,60 plate grip DOL=1,60 3) Plates checked for a plus or minus 5 degree rotation about its center. continuous4) Gable requires •µ R 5) This truss has been designed • i. a' other connection6) Provide mechanical to bearing a o YR e i v! fixed7) "Semi-rigid pitchbreaks with i moaJef was used in the analysisdesign ensue era • Verify deeds. parameters and READ flares ON TIES AND fXCLUDEOWEX fREFERANCE PAGE AW7413 rev. 1 0 0712 015 BEFORE USE. Dtgign r. old for use ondY with oVTea& connectors this design is based oni upon parameters shm,sn and is for orr'indivkluol buMing component, sect r u fn.txx gysfem Berens use, she i burring designer must ven,q this oterstr:ob�ty o9 design parameters and properp, incarcerate this design intrs fire ovu�r, F buiil6ng decgrs. 8rarvngg indicated 4 to pseveni ouc,kc4ing cif f€ aAduc6 truss wed ann/or chord menstre€s ontY Additional tempoor r and petmonerrt proc.ing is axn rsy's feeiu'7ed In, stabitlry and to garevent collapse with saussitne oersonai injury and property cdaarvage. Far 9eraefat rividance odystaing the i 7777 Greenback Lane toe.-,,aflon stroage: delivers, e acro n and brocsng eat trusses and truss deterns, see ANStIn'll Quality Criteria. RSB -89 and SCSI InAkdr gp Component Suite 909 Safety Information ovoilo i,e from truss inane Crdf,fute, 218 N. Lee Street, Suite 312, Atesonddo. VA 22314. .. 3-0-8 3-0-8 4x4_' LOADING lost) 1 SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1,15 TCDL 1&0 Lumber DOL 115 8CLL 0,0 Rep Stress Incr YES BCDL TO Code 0 GSI. DFL, in (IDc) Vdetl Ud PLATES GRIP TC 0.16 Vert(LL) trip n1a 999 MT20 4971144 SC 0,06 Vert(TL) nip nta 999 j WB 0.03 Horz(TL) 0.00 3 rra nla (Matrix) IWeight: 16 to FT - 0% BRACING - +..sheathing or 6-0-0 oc purists. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Insta NOTES- 1) Unbalancedi ..f for this design, right411 heiqhts)� cantilever left and 3) Plates checked for a plus or minus 5 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load rionconeurrent with anyother live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1 3. 7) "Serni-rigid pitchbreaks with fixed heels" Member q fixity model.d in the analysis and design January 7,2016 WARNING Verify d xbgrt parameter$ end' READ NOTES OR FWS AND tRCLU€1ED UTEM REFERANCE PAGE AW -7475 mv. I"V2015 BEFORE USE; Desitpnvord for use otnty wash teffekttf connectists. This deeagn h dosed orrT upon rima ereters shr�wn, and ?s ftn on individud bv0ding cornponent ntat � a fn�saNit ,yShost, getore rife, the bv4dtng deegner must we tr lne oppttcobidy of desagn pororrrefeds and Properly incotp orale tiers design unto the r verot€ b0krrr9design, Sroc�ng indica#ed s to prevent buckring of ;trcfMcisrd truss web andlor chord Mermen only, Adddflorta0 fen,,porory and penraarrent bracing ;Welk'. is aowuys rerykA ed Cot stoWkiy arra to prevent co4opse sniffs possibte persona,' fnjk ry and Property deunage.. t'cx genera! g Oda€nae regarding the t 7777 Greenback Lane iab6cation stowage defQvery+, erecfisn and brescarvg o4lrPISSe5 aned srtrss pySrfsm5, see ANSI/Tir" Quality Criteria. DSS -84 and 8C$l SuBding Component Swte 109 soleiyintarmofte ovaila ie frorn Truss F[ote €rrsWule 218 N Lee Street, $este 312. A?ewondno, VA 22,31k Cfirtr&3jet8.hts_�& @fit I R46272909 fD:2L5EMGr6ntYBLoRMST?WYPx8jEw-Q9 4eN40LVispi7MHb3'7d5SNowBf57eh KL 319 11 3..1..54 4x4 --, F9 ScaPe - 415.7 d 2x4 2,,4 ii 2x4 LU BE R - TOP CHORD 2x4 SPF No.2 ESOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS(Ibirsize) 1=164/6-2-11, 3=164/6-2-11, 4-25716-2-11 Max Harz 1-53(LC 6) i' e Weight: 16 ib FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 he purlins BOTCHORD Rigid ceiling directly applied or 0 Go bracing. he installed during truss erection, in accordance L In alit utde NOTES- 1) loads♦ for this design, 1 . p # . ^, • rightheights), cantilever left and e �♦ vertical left and righta grip D0L=1 60 checked3) Plates for a plus or minus 5 degree rotation about continuous4) Gable requires bottom chord bearing, 5) This truss has been ♦for ~+ # live load nonconcurrent with any other live loads, 6) Provide mechanical connection *.bearing plate capable of Withstanding 140 Ib uplift at joint(s) I 3, 7) "Semi-rigid pdrhbreaks with fixed heels" Member r fixity modelused in the analysis and design January / ,201 WARNING • Verify design parametare aced REArf NOrEB ON THIS AND INCLUDED WTEK REFERANCE PAGE A'S 4473 my, 1"312015 9EFORE USE. s 01 De=sign varid for use on0y Win NfifekO connecfarx Th s design is bused oNry upon por meters shawm and is fix an individuat buixiingcomponent. not I a €n ss syslerm Before use. the buiWing designer must verily the aroricabiEity of desan saarumeten and property €hCorporaaie this design into the overOfi ouEiding design. &racing indicated is to prevent buckkng of indf%vsdual truss we9b and/or chard nw n trees story. Add0ionof remporory^ and permanent brorcrot 1 a always , epureei tsar sastbsrafy rand #o preven€ eoihaps+x wkPh pas5€ksie porsvana[ lraiarry ane prop 4y dcunoges. For general tIvidartce regarding the ? 7777 Greenfraek Lane fabrication. storog s. delivery, erection and bracing of bumes and trres systems. see AN$I/TPrt Qualfly Caloric, RSB -89 and SCSI BaBdtng Component 1 suite tag Safety information cavaasobfe frorn Truss Picie anstifute, 218 N Lee Stree3 Suite 312. A4exaandno, VA 2.2334, Citrus Naiahtx. CA tf!i TSC a3' .....,_,.---- ,. e_e_ ... - - LOADING loaf) t SPACING- 2-0-0 CST. DEFLr. in (loot irdetl Ltd TCLL 30.0 Plate Grip DOL. 1.15 TC 0.17 E Vert(GL) n/a ma 999 TOOL 16.0 Lumber DOL 1.15 ESC 0.05 Vert(TL) nra nta 959 WE 0.03 Elan(TL) a,aa 3 file nra B DL 7 0 CodeI 2oogrTPI2007 (Matri LU BE R - TOP CHORD 2x4 SPF No.2 ESOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS(Ibirsize) 1=164/6-2-11, 3=164/6-2-11, 4-25716-2-11 Max Harz 1-53(LC 6) i' e Weight: 16 ib FT - 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 he purlins BOTCHORD Rigid ceiling directly applied or 0 Go bracing. he installed during truss erection, in accordance L In alit utde NOTES- 1) loads♦ for this design, 1 . p # . ^, • rightheights), cantilever left and e �♦ vertical left and righta grip D0L=1 60 checked3) Plates for a plus or minus 5 degree rotation about continuous4) Gable requires bottom chord bearing, 5) This truss has been ♦for ~+ # live load nonconcurrent with any other live loads, 6) Provide mechanical connection *.bearing plate capable of Withstanding 140 Ib uplift at joint(s) I 3, 7) "Semi-rigid pdrhbreaks with fixed heels" Member r fixity modelused in the analysis and design January / ,201 WARNING • Verify design parametare aced REArf NOrEB ON THIS AND INCLUDED WTEK REFERANCE PAGE A'S 4473 my, 1"312015 9EFORE USE. s 01 De=sign varid for use on0y Win NfifekO connecfarx Th s design is bused oNry upon por meters shawm and is fix an individuat buixiingcomponent. not I a €n ss syslerm Before use. the buiWing designer must verily the aroricabiEity of desan saarumeten and property €hCorporaaie this design into the overOfi ouEiding design. &racing indicated is to prevent buckkng of indf%vsdual truss we9b and/or chard nw n trees story. Add0ionof remporory^ and permanent brorcrot 1 a always , epureei tsar sastbsrafy rand #o preven€ eoihaps+x wkPh pas5€ksie porsvana[ lraiarry ane prop 4y dcunoges. For general tIvidartce regarding the ? 7777 Greenfraek Lane fabrication. storog s. delivery, erection and bracing of bumes and trres systems. see AN$I/TPrt Qualfly Caloric, RSB -89 and SCSI BaBdtng Component 1 suite tag Safety information cavaasobfe frorn Truss Picie anstifute, 218 N Lee Stree3 Suite 312. A4exaandno, VA 2.2334, Citrus Naiahtx. CA tf!i 1 t c' 0 3> n c> to tw Cn w .." rpt Ftp is Q aC uQ 0. 0 f ! 4� 1 F is cca 69c S �a C) cos ro e & = ca. � � � � CD �e CD � � a 0 � � q 0 � as cca Aa a (OD (0) cs j 0 0 0 ? . ; ` . ? rro E v € i°mC a m (D900 0 3�— tSc iD # CCDM C? (D.ti tai. ci (C) "7 C1,, i7 C (� tD tci C" 7 (i D C (D i 0 iR cn ._.,_, .. --- (D g s son m � mm i) s 0 �C�(� C�lC1€24� Er a to vs e;a n o 0 c ca -6 (0 (D Z , j mss. Ci! W M wr fi7 >� 5 cm, rn '0 c�'. to Baa <b i fi c a G1 k' f r (DG m ' i ma to` e' 0 C? F a✓r cam» testa a s 0 E w u� p a c' IT cL v' a m # to ma L� v a w to 0 CL rar ' i v r .a M ic ' ° W3,6 €r j `, =C> ca A0 <Z 0 c, m �' co u� (n O m # (p e4_s u i7 m TOP CHORD , _,..... _ . _............ --- --•Q�{ v>°0^.o€a1 <. .0° c =5 0 0 0 0o .co ana°'- - Q c5DCp5-'5.M n c°V3 cY ntp n< x na � � 0 00 3 U � 3 �t°a »cr °ca co e (a C -t,7 s o c ° 'D o ° 0 3 0 0 7 a M O Q om° o c3 a s ° o ra n3°' 33 ° �csuaa { F cCs 4 0, c a s o , m q a 6�, a ro o m � rx a 3 0 � Q eU Cl :• -« [ cb ` tR cD '"" „ } G1 0 t7. -.��.. C{i L7. to 660 O z cr p� 011 [ ro P 3 t esa romoa oia m �oa" m3°ca o? o ua 3- avz� 'cam ° ? o man a� �� Q n 3 R o 3 , aZO0 me0 0, aO 3 � o 1 C < ' o 3_am5 a a n o. i=ro s co o - c o 10n - ? 3 a s CA I s eta" c` 0 � n � �` �so m w D7 ° a 3 (D _. c a 3 wG E 4 City of Wheat j, dge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033 -8001 P: 303.235.2846 F: 303.235.2857 February 26, 2015 OFFICIAL ADDRESS NOTIFICATION NOTIFICATION is hereby given that the following address has been assigned to the property /properties as indicated below: PROPERTY OWNER(S): Quail Hollow Patio Homes LLC NEW ADDRESS: Wheat Ridge, CO 80033 Lot 1— 3350 Quail Ct. Lot 2 — 3380 Quail Ct. Lot 3 — 3410 Quail Ct. Lot 4 — 3440 Quail Ct. Lot 5 — 3445 Quail Ct. Lot 6 — 3415 Quail Ct. Lot 7 — 3385 Quail Ct. Lot 8 — 3355 Quail Ct. Lot 9 — 3325 Quail Ct. Lot 10 —11305 W. 33rd Ave. Lot 11 —11355 W. 33rd Ave. Lot 12 — 3325 Quail St. Lot 13 — 3345 Quail St. (existing house to remain with existing address) SUBDIVISION: Quail Hollow Jefferson County Reception Number for Plat: 2014095809 NOTES This is a courtesy notification. AUTHORIZED BY: f'� DATE: DISTRIBUTION: 1. Jefferson County Assessor, ATTN: Data Control, 100 Jefferson County Parkway, Golden, 80419 2. Jefferson County Mapping, ATTN: Addressing, 100 Jefferson County Parkway, Golden, 80419 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois Ave., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT Services at smitchel(,ieffco.us 5. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 6. Email to erlinda.j.martinez(d,)usps.g and krissy i.summerfield(&,usps gov 7. Xcel Energy, ATTN: Correspondence, 1123 W. 3rd Ave., Denver, CO 80223 8. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 9. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 10. Consolidated Mutual Water District 11. Northwest Lakewood Sanitation District 12. Wheat Ridge Fire District 13. Wheat Ridge Planning Division 14. Wheat Ridge Building Division 15. Wheat Ridge Police Department www. ci.w h ea tr i d ge. co. u s 16. GIS Specialist 17. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY: Vicinity Map DATE: A