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Home My WebLink AboutB17-0702 000-000-000 (2)I Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY 4PROPERTY OWNER INFORM%1TIONrt,�X Last me 1 14 First ya T1,W/VV Ad Mailing , r , 5 M12 =2efll City - K -el State Zip d4 Phone ` 1, " U U Fax Email Cell - CONTRAC, .OR' _ Name Mailing Address City State Zip Phone Fax Email Cell License No. Class ARCHITECT/ENGINEER "" Name l� �Y wvc Mailing Address City State Zip Phone Fax Email Cell CA State License No. y. r ^APPL""ICANT�;mar�u,+'`►v �m_�::� �:� LaNa aFirst Mailing Address City Name State Zip Phone LENDING_ AGENCY_',_ Fax Email City Cell ,SPL�AN�SlGN4TUREjrANP °A,TE' !t�AeW Pnn VO� Da PERMIT NO: FORM NO _ L DBP -1 BIN NO: °;P,ROJECT LOCATION;" " `v APN ba,S� Property Address City Location must not be in the city limits of Chico, Gridley, Orovtlle or Paradise, http://gismaps.buttecounty.net/flexviewertbcdatasearch/index.htmI e WORKER'S_ ICQNIRENSATIOW. Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance Is this a Manufactured/Mobile Home (circle one) Yes / No LENDING_ AGENCY_',_ Name Mailing Address City Slate Zip OES�CRIPTION',;OR SCOPE ;OF-WQRK e D Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this peril is for a Mobile Home. Click below to see Manufactured Home Alterations and Permit Guidelines at: http://www.hcd.ca.gov/codes/mhp/HCD Phone- (9161255-2501 Z Is this a Manufactured/Mobile Home (circle one) Yes / No JOgdVALUATION 1(Entervafue.of labor including' ; non cbntracle'd; plus materials charge) $ �\ Q(J S`uarerFeet:Detaih Living Area: Garage: Open Area: 1 Covered Area: � r Structure Built without permits TOTAL SQ: C- Proposed Change of Occupancy/Use - Note previous/current use below: Zoning: Flood Zone: SRA: YES U I NO'R NPDES YESU NO D Code Ent: YES 0 NO ❑ Legal Lot: YES ❑ NOD Occupancy Type Construction Permit Tech: Date: 'When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Page I oft Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director But t e Cou nty 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES .PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0702 Owner's Name: SIERRA MOON OWNERS A, Assessor's Parcel Number: 047-710-017 Date of Application: 4/19/2017 Square Footage Verification No Change: NOTES: Verified By: (Plan Check Signature) R, Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 0 Garage Area 1000 Covered Area 0 Open Area 0 Other No Change: NOTES: Verified By: (Plan Check Signature) R, Confirmed TRAKiT Updated by: Date: BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: Building Permit # Owner Name: Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: Owner Phone: ( ) Jobsite Address: Project Sq. Ft.: Project Type: :'I Construction I Demolition Jobsite Contact: Company: Jobsite Phone: ( ) Brief description of project: By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner! Contractor) Signature: - (('irclp) (2) Date: MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) Lumber y Plant/Tree Debris Dry Wall Metal Cardboard . Other' Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. D'_YEIGP,LENf SEanCES ,/oh Gvoy BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: Owner Name:_ Jobsite Address: Jobsite Contact: Building Permit # Company: Owner Phone: Project Type: ❑ Construction 0 Demolition Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL Reuse Tonna a Recycle Tonnage Disposal Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED Inert Material (concrete, asphalt) _ Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % ` Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Date: Circle which Final Report returned with comments: (Initial) Date: Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. 1 Final Report approved: (Building Inspector) Date: Qfv.HO?MEN)SERCES 12016-CALGreen,Residential Mandatory Measures _ This checklist applies to newly constructed buildings,,additions or alterations of existing residential buildings where the addition or alteration increases the building's.conditioned area, volume, orsize. The requirements shall only apply to and or within_,the specific area of the addition or alteration. (2016 CGBSC 301.1.1) 'Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of certificate of final completion, certificate of occupancy or final permit approval by the local building department: Feature or Measure - Required A plan is developed and implemented 'to manage storm water drainage during construction. CGBSC 4.106.2. ". Construction plans shall indicate how the site grading or drainage system will manage r all surface water flows to keep water from entering buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as specified, for multifamily dwellings.' Building meets or exceeds the requirements of the California Building Energy Standards. CGBSC 4.201.1. Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank -type Toilets. Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and'one full flush. ' Urinals. The effective flush volume of wall mounted urinals,shall not exceed 0.125gpf. and floor mounted or other urinals shall not exceed 0.5 gpf: Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be'certified to the performance criteria of the U.S. = '` '• ; EPA WaterSense Specification for Showerheads. ' Multiple showerheads serving one shower. When a shower is served by more than one showerhead,.the'combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operation at a time., , Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi. The, min. flow rate of residential lavatory faucets shall not be less than 0.8 gpm at 20 psi. ' Metering faucets: Metering faucets when' installed in residential buildings shall not y ' deliver more than 0.25 gallons per cycle.` - •' : `. -.Kitchen faucets. The max. flow rate'of kitchen"faucets shall not exceed 1.8 gpm at 60 psi. ChecklistslGreen Building Page 1 of 3 - • ^; 02/10/2017 2016 CALGreen Residential Mandatory Measures il�hecklist (Cont'd) Feature or Measure Required .51 New residential developments with an aggregate landscape area equal to or greater than 500 sq ft shall comply with one of the following options: 1. A local water efficient landscape ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), whichever more stringent; or 2. Projects with aggregate landscape areas less than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. Uhl" W-101-01110011", INIVII =11 Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acceptable to the,.enforcing agenck IN Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardous construction and demolition waste in accordance with one of the following: management ordinance; or I 2. A construction waste management plan, per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units -are constructed on a building site, provide readily accessible area(s) that S'erves"all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. ram, MINI Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with US EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. Duct openings and other related air istribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2 Check I ists\Green Building Page 2 of 3 02/10/2017 Checklists\Green Building Page 3 of 3 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure , Required Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic comr)ounds. Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 At least 80% of floor area receiving resilient flooring shall comply with specific VOC criteria. t Hardwood plywood, particleboard and medium density fiberboard (MDF) used on ` interior or exterior of the building shall comply with formaldehyde emission. - standards. Documentation shall be provided to the City building inspector verifying that compliant materials have been used. • l , Concrete Slab Foundations: Vapor retarder and capillary break is installed at slab - on -grade foundations. Moisture content of building materials used in wall and floor framing shall not exceed 19% before enclosure. Moisture content shall be verified in compliance with • CGBSC 4.505.3. Indoor Air Quality and Exhaust (4.506) 4 Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate, outside. Unless functioning as a component of a whole house ventilation system, bathroom exhaust fans must be controlled by a humidity control adjustable between a relative humidity range of 50% - 80%. Duct systems are sized, designed, and equipment is selected using the following methods: " I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent. _ 3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S- ` 2014 or equivalent. • , • � � •1��. r E .. �j � iPv. c i6� i.. P { + f; . � i Sf. 1_. � s . i l�,II�IG�:i� O� ��% �u � •� � - c HVAC system installers are trained and certified in the proper -installation of HVAC systems. Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. ' �• •r •. :_-:,q... p �-r � ' � � • ,-. � � �� ' � ,hl 1 L - LI'- :FL*•..j....:L:L• � � (�. )•.'c, i,. 4 .. t �-.rl. Eh e:. rF L r` •-. ''2l-, i{' N ... ::: +K _ i•r L zZL.:: 1'r--• c__ '" li•: I(., ..r.1.:.r:,::_a:::::.:::::;L__.:..._ .. d{. s..,_. .. !r- ,..., -.C.: - ' _ L{• ..�.� ..... Srri}• . L• ..1L :�L ..: . .�'l�r-�F'41'a fi:.: F:.0 yai�!•!u ss-.r•r..�ce.•:' - Verification of compliance with this code may include construction documents,, plans specifications builder -or installer certification, inspection reports, or other .methods acceptable to the enforcing agency,%which show substantial conformance. ,S Checklists\Green Building Page 3 of 3 M DIVISION: 09 00 00 -FINISHES SECTION: 09 24 00 -PORTLAND CEMENT PLASTERING ' REPORT HOLDER: OMEGA PRODUCTS INTERNATIONAL, INC. 1681 CALIFORNIA AVENUE out CORONA, CALIFORNIA 92881 � ��G 0\\jjS0A 13000 EVALUATION SUBJECT: OMEGA DIAMOND WALL AND DIAMOND WALL PM INSULATING EXTERIOR STUCCO SYSTEMS b i f C ICC ICCICC C �� APR 19 2017 C PMG US1FD Nr Look for the trusted marks of Conformity! pEVELV SEA _F s6 mg "2014 Recipient of Prestigious Western States Seismic Policy Council 1 �" Eau WSSPC Award in Excellence" li NI°"NAuoN°` f A Subsidiary of DUDECU'JNGf ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not '0C1otn�YO specifically addressed, nor are they to be construed as an endorsement of the subject of'the report or a� recommendation for its use. There is no warranty byb ICC.Evaluation Service LLCIp p express or implied, as Q to any finding or other matter in this report, oras to any product covered by the report �� +M �oaaelreer Copyright ® 2017 ICC Evaluation Service) LLC. All rights reserved. o M DIVISION: 09 00 00 -FINISHES SECTION: 09 24 00 -PORTLAND CEMENT PLASTERING ' REPORT HOLDER: OMEGA PRODUCTS INTERNATIONAL, INC. 1681 CALIFORNIA AVENUE out CORONA, CALIFORNIA 92881 � ��G 0\\jjS0A 13000 EVALUATION SUBJECT: OMEGA DIAMOND WALL AND DIAMOND WALL PM INSULATING EXTERIOR STUCCO SYSTEMS b i f C ICC ICCICC C �� APR 19 2017 C PMG US1FD Nr Look for the trusted marks of Conformity! pEVELV SEA _F s6 mg "2014 Recipient of Prestigious Western States Seismic Policy Council 1 �" Eau WSSPC Award in Excellence" li NI°"NAuoN°` f A Subsidiary of DUDECU'JNGf ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not '0C1otn�YO specifically addressed, nor are they to be construed as an endorsement of the subject of'the report or a� recommendation for its use. There is no warranty byb ICC.Evaluation Service LLCIp p express or implied, as Q to any finding or other matter in this report, oras to any product covered by the report �� +M �oaaelreer Copyright ® 2017 ICC Evaluation Service) LLC. All rights reserved. ICC -ES Evaluation Report ESR -1194 Reissued November 2016 Revised February 2017 This report is subject to renewal November 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699.0543 A Subsidiary of the Intemational Code Council DIVISION: 09 00 00 --FINISHES Section: 09 24 00—Portland Cement Plastering REPORT HOLDER: OMEGA PRODUCTS INTERNATIONAL, INC. 1681 CALIFORNIA AVENUE CORONA, CALIFORNIA 92881 (800) 600.6634 www.omeiia-products.com i nfo0omeaa-prod ucts.com EVALUATION SUBJECT: OMEGA DIAMOND WALL AND DIAMOND WALL PM INSULATING EXTERIOR STUCCO SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012 and 2009 International Building Code® (IBC) ■ 2015, 2012 and 2009 International Residential Code® (IRC) ■ 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Properties evaluated: • Structural ■ Durability ■ Fire -resistance -rated construction ■ Types I through IV (noncombustible) construction 2.0 USES The Omega Diamond Wail Insulating Exterior Stucco Systems (Diamond Wall and Diamond Wall PM) are cementitious wall covering systems installed on exterior walls of wood or steel frame, concrete or concrete masonry construction. The systems are alternatives to the exterior wall coverings specified in IBC Chapter 25, and IRC Section R703. The systems are recognized for use .in Types I, II, III, IV, and V construction. When used to construct one-hour fire -resistance -rated wall assemblies, installation must be as described in Section 4.4. When used on walls required to be Type I, 11, III, or IV construction, installation must be as described In Section 4.5. Under the 2015 and 2012 IBC, for exterior walls on . buildings of Type I, II, III, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as indicated in 2015 and'2012 IBC Section 1403.5, except as permitted under Exception 2 of the 2015 IBC Section 1403.5. 3.0 DESCRIPTION 3.1 General: The Omega Diamond Wall and Diamond Wall PM insulating exterior stucco systems are proprietary mixtures of portland cement, sand, fibers, water and proprietary ingredients reinforced with wire fabric or metal lath, and applied to substrates of expanded polystyrene (EPS), extruded polystyrene (XPS) and polyisocyanurate foam plastic insulation boards, Fome-Cor Board, concrete or concrete masonry, wood structural panels, fiberboard, and gypsum sheathing. The systems may be installed on exterior walls of wood -framed, steel -framed, concrete or concrete masonry construction. 3.2 Materials: 3.2.1 Diamond Wall Stucco: The stucco is a factory - prepared mixture of Type I or 11 Portland cement complying with ASTM C150, chopped glass fibers and proprietary additives. The mixture is packaged in 80 -pound (36 kg) bags. Approximately 41/2 to 7 gallons (17 to 26.5 L) of water and between 160 to 240 pounds (72 to 109 kg) of sand are added to each bag in the field, and mixing is done in accordance with the manufacturer's recommendations. As an alternative, the Diamond Wall PM system allows for the substitution of up to one-half the amount of water with equal parts of the Omega Diamond Wall PM Admix, a liquid admixture composed of acrylic polymers and modifiers. The PM Admix is packaged in 3'/2 -gallon (13.25• L) pails. The admixture has a shelf life of approximately two years when protected from extreme sunlight and freezing for extended periods. Storage temperatures must be between 40°F and 110°F (4°C and 39°C). The Diamond Wall PM system requires the inspections specified in Section 4.6.1. 3.2.2 Sand: Sand must be clean and free from deleterious amounts of loam, clay, silt, soluble salts and organic matter. Sampling and testing must comply with ASTM C144 or C697. Sand must be graded in accordance with ASTM C144 or C897 or within the following limits: ]CC -ES Evaluation Reports are not to be construed as representing aesthetics or anv other attributes not specifically addressed, nor are they to be tvnstrurd as an endorsement ofthe subject of the report or a recommendation for ita use. Themis no nnrran0• Ar ICC Evaluation Service, LLC, express or implied, as �( to anyJ7nding or other matter in this report, or as to any product covered by the report. Copyright O 2017 ICC Evaluation Service. LLC. All rights reservec. Page 1 al 111 ESR -1194 j Most Widely Accepted and Trusted Page 2 of 11 RETAINED ON U.S. STANDARD SIEVE PERCENT RETAINED BY WEIGHT t 2 PERCENT Natural Sand Manufactured Sand Min. l Max. Min. I Max. No.4 0/0 0/0 No. 8 0110 0/10 No. 16 10/40 10/40 No. 30 30165 30165 No. 50 70190 60/80 No. 100 95/100 75190 3.2.3 Insulation Board: 3.2.3.1 EPS Insulation Board: EPS board must have a nominal density of 1.5 pounds per cubic foot (24 kglm3), a flame -spread index of 25 or less and a smoke -developed index of 450 or less when tested in accordance with ASTM E84 or UL723; and must comply with ASTM C578 as Type II. All boards must be recognized in a current ICC -ES evaluation report. See Section 7.2 for board identification requirements. Boards installed without sheathing over open framing must be 1 inch to 1112 inches (25.4 to 38 mm) thick and must be provided with 3/a -inch -high (9.5 mm) tongues with compatible grooves for horizontal joints. See Figure 1 for joint details. Over solid substrates, square -edge foam plastic boards, complying with ASTM C578 as Type I, with a minimum 1/2 -inch (12.7 mm) thickness and a minimum nominal density of 1 pcf (16 kg/m3) may be used, except when installation of the foam plastic board is as part of the water -resistive barrier over wood -based sheathing as described in Section 3.2.9.1, which requires 1 -inch -thick (25.4 mm) EPS boards with tongue -and -groove edges. When Installation Is over solid substrates, as described In Section 4.3, the boards must have minimum '/4 -inch -wide - by -'/a -inch -deep (6.4 mm by 3.2 mm) vertical grooves spaced at a maximum of 12 inches (305 mm) on the back face of the boards, as shown in Figure 1 B. As an alternate to the vertical grooves in the foam plastic board, flat -faced boards may be Installed over solid substrates provided the Tyvek StucooWrep water -resistive barrier recognized in ESR -2375 Is Installed behind the boards. 3.2.3.2 XPS Insulation Board: XPS board must have a nominal density of 1.5 pounds per cubic foot (24 kg/m3), must comply with ASTM C578 as Type IV or V and must be recognized in a current ICC -ES evaluation report. See Section 3.2.3.1 for other details and requirements. As an alternative, DOW Styrofoam Stuccomate brand XPS insulation boards, recognized in ESR -2142 and having a 14nch (25.4 mm) thickness and a nominal density of 1.3 pounds per cubic foot (21 kg/m3), may also be used. 3.2.3.3 Polylsocyanu rate Foam Plastic Board: Polyisocyanurate foam plastic board must comply with ASTM C1289 as Type II. Polyisocyanurate foam plastic boards must have a nominal density of 2 pounds per cubic foot (32 kg/m3) and a maximum flame -spread index of 25 or less and a smoke -developed index of 450 or less when tested in accordance with ASTM E84 or UL723. The foam plastic board must be 1 inch to 1'/2 inches (25 to 38 mm) thick, have all squared joints installed at horizontal and vertical edges supported by framing or blocking and be limited to nonfire-resistance-rated and combustible construction. All boards must be recognized in a current ICC -ES evaluation report. See Section 7.2 for board identification requirements. Over solid substrates, a square -edge foam plastic boards with a minimum thickness of '/2 inch (12.7 mm) may be used, with the same requirements set forth in Section 3.2.3.1. 3.2.4 Lath: 3.2.4.1 Wire Fabric Lath: Wire fabric lath must comply with the ICC -ES Acceptance Criteria for Metal Plaster Bases (Lath) (AC191) or be recognized in a current ICC -ES evaluation report. Minimum No. 20 gage 10.035 inch (0.89 mm)], 1 -inch galvanized steel, woven - wire fabric must be used. Lath must be furred when applied over all substrates except unbacked foam plastic insulation board. Furring must comply with the following requirements: a. When maximum total coating thickness is '/2 inch (12.7 mm) or less, the body of the lath must be furred a minimum of '/a inch (3.2 mm) from the substrate after installation. b. When total coating thickness is greater than 112 inch (12.7 mm), No. 17 gage [0.058 inch (1.47 mm)] by 1'/2 -inch (38 mm) woven -wire fabric lath must be used. The body of the lath must be furred a minimum Of 114 inch (6.4 mm) from the substrate after lath installation. 3.2.4.2 Metal Lath: Metal lath must comply with AC191. Furring requirements are as set forth in Section 3.2.4. 1. 3.2.5 Fiberboard: Minimum '/2Anch-thick (12.7 mm), asphalt -impregnated fiberboard must comply with ASTM C208 as Type IV, Grade 1 wall sheathing. 3.2.6 Wood Structural Panel Sheathing: Wood structural panel sheathing must be minimum 5/,6 -inch -thick (7.9 mm) plywood or OSB for studs spaced 16 inches (406 mm) on center, and must be a minimum '/a -inch -thick (9.5 mm) plywood or OSB for studs spaced 24 inches (610 mm) on center. Plywood must be exterior -grade or Exposure 1 and comply with U.S. DOC PS -1; and OSB must be Exposure 1 and comply with U.S. DOC PS -2. 3.2.7 Gypsum Board: Water-resistant core -treated gypsum sheathing must comply with ASTM C79 or ASTM C1396. Gypsum wallboard must comply with ASTM C36 or ASTM C1396. Glass mat faced, water-resistant core - treated gypsum sheathing must comply with ASTM C1177 and be recognized in a current ICC -ES evaluation report. Water-resistant exterior fiber -reinforced gypsum sheathing must comply with ASTM C1278 and be recognized in a current ICC -ES evaluation report. 3.2.8 Caulking: Caulking materials must be either acrylic latex complying with ASTM C834, or polyurethane, polyurethane modified, polysulfide, or silyl-terminated polyether elastomeric sealant complying with ASTM C920. 3.2.9 Weather Protection: 3.2.9.1 Water -resistive Barrier: A water -resistive barrier is required and must comply with IBC Section 1404.2, or IRC Section R703.2, as applicable. Minimum No. 15 asphalt nonperforated felt complying as Type 1 In accordance with ASTM 0226 (IBC or IRC); or material recognized' in a current ICC -ES evaluation report as equivalent to ASTM D226, Type I, is required. When applied over any wood -based sheathing, the barrier must be either. (a) minimum of two layers of Grade D kraft building paper as set forth in 2012 and 2009 IBC Section 2510.6, or 2015 IRC Section R703.7.3 or 2012 and 2009 IRC Section R703.6.3, as applicable, or an equivalent recognized in a current ICC -ES evaluation report; or (b) one layer of EPS or XPS insulation board, having horizontal tongue -and -groove edges as described in Section 3.2.3.1, over one layer of Grade D kraft building paper having a minimum water -resistance rating of 60 minutes, or an equivalent recognized in a current ICC -ES evaluation report. ESR -1194 l Most Widely Accepted and Trusted Page 3 of 11 When application is over gypsum sheathing, Fome-Cor Board, recognized as complying with ICC -ES AC38 and Installed in accordance with evaluation report ESR -1614. may be used as the water -resistive barrier. When Tyvek StuccoWrap is used as the water -resistive barrier, the grooves in the insulation board described in Section 3.2.3.1 are not required. The Tyvek StuccoWrap must be installed in accordance with ESR -2375. 3.2.9.2 Vapor Retarder: Protection against condensation must be provided in accordance with IBC Section 1405.3. Under the 2015 and 2012 IRC, a vapor retarder must be provided in accordance with IRC Section R702.7. Under the 2009 IRC, a vapor retarder must be provided in accordance with IRC Section R601.3, unless its omission is permitted under the exceptions in IRC Section R601.3. 3.2.10 Flashing: Flashing complying with IBC Section 1405.4, or 2015 IRC Section R703.4 or 2012 and 2009 IRC Section R703.8, must be provided. Where flexible flashing is used, it must be a self -adhering, flexible rubberized asphalt and polyethylene material, a minimum of 0.020 inch (0.51 mm) thick, shingle -lapped with the water -resistive barrier. Rigid flashings must be sloped towards the exterior, with an upturned leg on the interior side and at the ends, and must extend beyond the surface of the exterior wall. 3.2.11 Trim and Accessories: All trim, weep screeds and corner reinforcement must be corrosion -resistant. 4.0 INSTALLATION 4.1 General: The exterior cementitious coating must be applied by hand -troweling or machine -spraying, in one coat or two coats, to a minimum 3/9 -inch (9.5 mm) thickness, unless noted otherwise. Nominal thickness around penetrations is 3/9 inch (9.5 mm), backed by framing or blocking. The lath must be embedded in the minimum coating thickness and therefore cannot be exposed. The finish coat must be applied in accordance with Omega Products International, Inc. instructions. Flashing, corner reinforcement, metal trim and weep screeds must be installed as shown in Figure 2. The coating must be applied at ambient air temperatures of 40°F to 120°F (4°C to 49°C) by applicators approved by Omega Products International, Inc. The water -resistive barrier must be applied as set forth in Section 3.2.9.1. An installation card, such as that shown in Figure 3, must be on the jobsite, with the name of the applicator and the product to be used, before any water -resistive barrier or exterior sheathing is installed. See Section 5.6. 4.2 Application over Open Framing: 4.2.1 Foam Plastic Insulation Boards: The water - resistive barrier must be placed over open wood studs spaced a maximum of 24 inches (610 mm) on center. The EPS, XPS, or polyisocyanurate board, as descrlbed, respectively, in Section 3.2.3.1, 3.2.3.2, or 3.2.3.3, must be attached using galvanized staples, roofing nails, or screws. Vertical butt joints must be staggered at least one stud space from adjacent courses, and must occur directly over studs. DOW Styrofoam Stuccomate brand XPS, 1 -inch - thick (25.4 mm) insulation boards, recognized in ESR -2142 may be installed with vertical edges located between framing members, provided the vertical edges are tongue - and -groove and provided the joints between adjacent courses are staggered a minimum of one stud space. The lath must then be applied tightly over the foam plastic Insulation board, with 11/2 -inch (38 mm) end and side laps, and fastened through the insulation board and water -resistive barrier to wood studs, sills and plates using No. 11 gage galvanized roofing nails or No. 16 gage corrosion -resistant staples spaced a maximum of 6 inches (152 mm) on center with a minimum 1 -inch (25 mm) penetration into the studs. Staples must have a minimum crown width of 7/16 inch (11.1 mm). The wood species must have a minimum specific gravity of 0.42. Care must be taken to avoid overdriving fasteners. The Omega Diamond Wall coating system may also be applied to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center. Lath must be applied tightly over the foam plastic board and must be fastened through the board and water - resistive barrier to the metal studs, using minimum No. 8, Type S, corrosion -resistant, drywall screws with 1 -inch - diameter (25 mm) washers or No. 8 corrosion -resistant screws having 3/e -inch -diameter (9.5 mm) pan heads, at 7 inches (178 mm) on center to all studs and track. Screws must penetrate the studs a minimum Of inch (12.7 mm). Wall bracing in accordance with 2015 IBC Section 2308.6, 2012 and 2009 IBC Section 2308.9.3 or 2308.12, IRC Section 2308.9.3 or 2308.12, IRC Section R602.10 or R602.11, as applicable, or an acceptable alternate, must be provided. Square wall comers and parapet comers must be covered with comer reinforcement. For round wall, bull nose and parapet comers, metal reinforcement is optional when construction is In accordance with Figure 2. Weep screeds must comply with, and be installed at the bottom of the wall in accordance with, IBC Section 2512.1.2, or 2015 IRC Section R703.7.2.1, or 2012 and 2009 IRC Section R703.6.2.1, as applicable. Galvanized steel, J-shaped trim pieces must be installed at other areas where insulation board is exposed. See Figure 2 for typical installation details. At windows and doors, flashing as described in Section 3.2.10 is required. Butting J -trim and approved metal edges, when installed, must be flashed as described in Section 3.2.10. Holes for hose bibs, electrical panels and other penetrations of substrate surfaces, except those caused by fasteners, must also be flashed as described in Section 3.2.10. The coating must then be applied as described In Section 4.1. 4.2.2 Fame -Cor Board: Fome-Cor Board, applied 'in accordance with evaluation report ESR -1614, is permitted to be applied to wood studs having a minimum specific gravity of 0.50 spaced a maximum of 16 inches (406 mm) on center, followed by 11/2 -inch (38.1 mm) by No. 17 gage woven wire lath lapped 2 inches (51 mm). The lath must be secured through the Fome-Cor Board to the studs using 1 -inch -crown (25 mm), No_ 16 gage staples of sufficient leg length to penetrate studs a minimum of 1 inch (25 mm). The coating must be applied as described In Section 4.1 to a minimum 5/a -inch (15.9 mm) thickness. Alternately, the base coat must be a minimum of '/2 inch (12.7 mm) thick and must be cured In accordance with Section 4.6.3. The finish coat must then be applied over the cured base coat. Additional installation requirements are as noted in Section 4.2.1. 4.3 Application over Solid Substrates: 4.3.1 Fiberboard: Minimum 1/2 -inch -thick (12.7 mm) fiberboard, as described in Section 3,2.5, must be installed directly to wood studs or minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center. The fiberboard must be temporarily held In place using corrosion -resistant staples or roofing nails for wood studs or self -drilling tapping screws for steel studs. A water -resistive barrier must be applied over the fiberboard under the conditions set forth In Section 3.2.9.1 prior to installation of the lath or optional foam board. When the optional insulation boards are used, the foam plastic boards must have vertical grooves as ESR -1194 1 Most Widely Accepted and Trusted Page 4 of 11 described in Section 3.2.3, or flat -faced foam plastic boards may be used provided the water -resistive barrier is Tyvek StuccoWrap, as described in Section 3.2.9.1. When grooved foam plastic boards are used, the grooves must face the water -resistive barrier and must be aligned vertically, but may be offset a maximum of 6 inches (152 mm) from adjacent boards. The lath must then be attached to the studs through the sheathing, with fasteners and spacing as described in Section 4.2.1 or as described for fiberboard in 2015 IBC Table 2304.10.1, 2012 and 2009 IBC Table 2304.9.1, or IRC Table R602.3(1), as applicable. Wall bracing In accordance with 2015 IBC Section 2308.6, 2012 and 2009 IBC Section 2308.9.3 or 2308.12, or IRC Section R602.10 or R602.11, as applicable, or an acceptable alternate, must be provided. Square wall corners and parapet comers must be covered with metal comer reinforcement. For round wall, bull nose and parapet comers, metal reinforcement is optional when construction is in accordance with Figure 2. Weep screeds must comply with, and be installed at the bottom of the wall in accordance with, IBC Section 2512.1.2 or 2015 IRC Section R703.7.2.1, or 2012 and 2009 IRC Section R703.6.2.1, as applicable. Galvanized steel, J-shaped trim pieces must be installed at other areas where insulation board is exposed. See Figure 2 for typical installation details. At windows and doors, flashing as described in Section 3.2.10 is required. Butting J -trim and approved metal edges, when installed, must be flashed as described in Section 3.2.10. Holes for hose bibbs, electrical panels and other penetrations of substrate surfaces, except those caused by fasteners, must also be flashed as described in Section 3.2.10. The coating must then be applied as described in Section 4.1. The fiberboard, optional foam plastic insulation board, lath and coating may be applied to minimum No. 20 gage 10.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, provided the fasteners and their placement are as set forth in Section 4.2.1 for steel studs. 4.3.2 Wood Structural Panel Sheathing: Wood structural panel sheathing must be applied directly to wood studs under the conditions set forth in Section 3.2.6 and 2015 IBC Table 2308.6.3(3), 2012 and 2009 IBC Table 2308.9.3(3), or IRC Table 602.3(3), as applicable. The sheathing must be attached in accordance with 2015 IBC Table 2304,10.1, 2012 and 2009 IBC Table 2304.9.1 or IRC Table 602.3(1), as applicable. The water -resistive barrier, optional insulation board, wire fabric lath, and coating must be applied as described in Section 4.3.1 for fiberboard. Installation to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, is also as described in Section 4.3.1 for fiberboard. For fastener spacing and gages for lath attachment to wood studs of various species, with wood structural panel sheathing and nominal 1/2-inch-thlck (12.7 mm) insulation board, see Table 1. For fastener spacing and gages for lath attachment to wood structural panel sheathing and wood studs of various species, having a nominal 1 -inch -thick (25 mm) insulation board, see Table 2. 4.3.3 Gypsum Sheathing: Minimum 1/2 -inch -thick (12.7 mm), water-resistant core -treated gypsum sheathing, described in Section 3.2.7, must be installed directly over wood studs spaced a maximum of 24 inches (610 mm) on center. Gypsum sheathing must be fastened in accordance with IBC Table 2508.1 or IRC Table R702.3.5, as applicable. Glass mat -faced, water-resistant core -treated gypsum sheathing or water-resistant exterior fiber - reinforced gypsum sheathing, described in Section 3.2.7, must be fastened in accordance with their ICC -ES evaluation report. The gypsum sheathing may also be applied to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, provided the fasteners and their placement are as set forth in Section 4.2.1 for steel studs. A water -resistive barrier, as described in Section 3.2.9.1, must be applied over the gypsum sheathing before application of lath or optional insulation board. The water - resistive barrier, optional insulation board, wire fabric lath and coating must be applied as described in Section 4.3.1 for fiberboard. 4.3.4 Concrete and Masonry: Surface preparation must be in accordance with IBC Section 2510.7. Surface must be clean, free of dust and other particles, and sufficiently damp to ensure proper bonding. The Diamond Wall coating is applied directly to the prepared surface at a minimum thickness of 318 Inch (9.5 mm), In accordance with applicable provisions of Section 4.1. 4.4 One-hour Fire -resistance -rated Assemblies: The assemblies described in this section are rated for exposure to fire from both sides, unless otherwise noted. 4.4.1 First Assembly: 4.4.1.1 Interior Face: One layer of 5/e -inch -thick (15.9 mm), Type X gypsum wallboard, water-resistant backer board or veneer base, complying with ASTM C36 or ASTM C1396, must be applied parallel or at right angles to the interior face of 2 -by -4 wood studs spaced a maximum of 24 inches (610 mml on center. The gypsum board must be attached using 1 /8 -inch -long (48 mm) 6d coated gypsum wallboard nails, complying with ASTM C514, having /4 -inch -diameter (6.4 mm) heads, at 7 inches (178 mm) on center to studs, plates and blocking. All gypsum board joints must be backed with minimum 2 -by -4 wood framing and taped and treated with joint compound in accordance with ASTM C840 or GA216. Fastener heads must also be treated with joint compound in accordance with ASTM C840 or GA216. 4.4.1.2 Exterior Face: One layer of minimum '/,.inch - thick (15.9 mm), Type X, water-resistant core gypsum sheathing, 48 inches (1219 mm) wide, must be applied vertically to studs using No. 11 gage, galvanized roofing nails having 7/ 16- or 1f2 -inch diameter (11.1 or 12.7 mm) heads, at 4 inches (102 mm) on center at board edges and 7 inches (178 mm) on center at intermediate studs. The sheathing must be nailed to top and bottom plates at 7 Inches (178 mm) on center. A water -resistive barrier must be provided over the sheathing. The lath and wall coating must then be applied without insulation board as described in Section 4.2. 4.4.1.3 Axial Design: Axial loads applied to the wall assembly must be limited to the lesser of the following: 1. The wood stud axial design stress for the wall assembly calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of ANSI AF&PA NDS - 05 (2009 IBC and IRC) is limited to 0.78 Fc. 2. The maximum stress must not exceed 0.78 Fc at a maximum slenderness ratio (1.1d) of 33. 4.4.2 Second Assembly (Limited Load-bearing): 4.4.2.1 Interior Face: One layer of 5/8 -inch -thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied horizontally to the interior face of 2 -by -4 wood studs spaced a ESR -1194 1 Most Widely Accepted and Trusted Page 5 of 11 maximum of 16 inches (406 mm) on center. The wallboard must be fastened to studs using 5d gypsum wallboard nails complying with ASTM C514, having minimum 15/64 -inch - diameter (6 mm) heads, at 6 inches (152 mm) on center to studs, plates and sills. All vertical wallboard joints must be backed with minimum 2 -by -4 wood framing, and taped and treated with joint compound in accordance with ASTM C840 or GA216. Fastener heads must also be treated with joint compound in accordance with ASTM C840 or GA216. Mineral wool insulation batts, R-13, 3518 inches (92 mm) thick and having a minimum 1.97 pcf (31.56 kg/m3) density, must be placed in the cavities between studs, and secured to studs. 4.4.2.2 Exterior Face: A water -resistive barrier must be applied over the exterior face of wood studs in accordance with Section 3.2.9.1. One -inch -thick (25 mm), 1.5 pcf density (24 kg/m3) EPS insulation board must be applied in accordance with Section 4.2, followed by 1 -inch (25 mm) by No. 20 gage woven -wire lath. The lath must be fastened through the EPS insulation board to studs and plates at 6 inches (152 mm) on center as required by Section 4.2.1. Lath overlaps must be a minimum of 2 inches (51 mm). The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1. 4.4.2.3 Axial Design: The allowable axial loading for this system is limited to the least of the following: 1. 1100 pounds (4893 N) per stud. 2. A maximum of 58 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), 'or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 3. Design stress of 0.78 Pcalculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 4. Design stress of 0.78 F', at a maximum slenderness ratio (1.1d) of 33 calculated in accordance with Sections 3.6 and 3-7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 4.4.3 Third Assembly (Limited Load-bearing): 4.4.3.1 Interior Face: One layer of 5/a -inch -thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied horizontally or vertically to the interior face of 2 -by -0 or 2 -by -6 wood studs spaced a maximum of 24 inches (610 mm) on center. The wallboard must be fastened to the studs and perimeter framing using 0.100 -inch -diameter (2.54 mm) steel cup head nails or No. 6 bugle head screws, 15/3 -inch - long (41.3 mm), having minimum head diameters of 0.300 inch (7.62 mm), and spaced a maximum of a inches (203 mm) on center. All wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA216. All vertical wallboard joints must be backed with minimum 2 -by -4 or 2 -by -6 wood framing, and taped and treated with joint compound in accordance with ASTM C840 or GA216. Insulation batts, R-11, measuring 31/2 inches thick(89. mm) for 2-by4 studs, or R-19, measuring 6Y, inches (159 mm) ofr 2 -by -6 studs, must be placed in the cavities between the framing and fastened to the framing. The insulation may be either fiberglass insulation batts with a minimum density of 0.62 pcf (9.93 kg/m'), or kraft -paper -faced fiberglass insulation batts with a minimum density of 0.65 pcf (10.41 kg/m3). 4.4.3.2 Exterior Face: A water -resistive barrier must be applied over the exterior face of wood framing in accordance with Section 3.2.9.1. One -inch -thick (25 mm), 1.5 pcf density (24 kg/m3), tongue -and -groove EPS insulation boards, or DOW Styrofoam Stuccomate brand XPS insulation boards recognized in ESR -2142 and described in Section 3.2.3.2 must be attached to the studs and perimeter framing in accordance with Section 4.2. All vertical joints in the insulation board must occur over studs. The insulation board must be followed by lath, as described in Section 3,2.4, fastened (tough the Insulation boards to the studs and perimeter framing using 2 -inch - long (51 mm), No. 16 gage galvanized staples, having 15/18 -inch (23.8 mm) crowns, or minimum 2'4 -inch -long (31.7 mm), 0.125 -inch -diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm). Fasteners must be spaced 6 inches (152 mm) on center. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 3/8 inch (9.5 mm). 4.4.3.3 Axial Design (2 -by -4 Wood Construction): The allowable axial loading for this system is limited to the least of the following: 1. 1,100 pounds (4893 N) per stud. 2. A maximum of 51.3 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWG NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 3. Design stress of 0.78 F '� calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 4. Design stress of 0.78 Fc at a maximum slenderness ratio (lWd) of 33 calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -97 05 (2009 IBC and IRC). 4.4.3.4 Axial Design (2 -by -6 Wood Construction): The allowable axial loading for this system is Ilmited to the least of the following: 1. 3,000 pounds (13,500 N) per stud up to 10 feet high or 1,100 pounds (4,893 N) per stud for greater heights. 2. A maximum of 44.7 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NOS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC)_ 3. Design stress of 0.78 F, calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -05 (2009 IBC and IRC). 4. Design stress of 0.78 Pc at a maximum slenderness ratio (1.1d) of 33 calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS -97 05 (2009 IBC and IRC). 4.4.4 Fourth Assembly (Limited Load-bearing): 4.4.4.1 Interior Face: As described'in Section 4.4.3.1. 4.4.4.2 Exterior Face: One layer of minimum 7116 -inch - thick (11,1 mm) OSB, one layer of minimum 15/32 -inch -thick (11.9 mm) plywood, or one layer of minimum 1/2 -inch -thick, water-resistant core treated gypsum sheathing complying with ASTM C79 or ASTM C1396, must be applied vertically to the wall, and fastened to the wood studs, sill and ESR -1194 1 Most Widely Accepted and Trusted Page 6 of 11 plates using 23/8 -inch -long (60 mm) 0.113 -inch -diameter (2.87 mm), 8d coated sinker nails having minimum head diameters of 0.266 inch (6.76 mm) and spaced a maximum of 8 inches (1219 mm) on center, All vertical joints in the sheathing must occur over studs. The water resistive barrier must be installed as required in Section 3.2.9.1. Lath, as described in Section 3.2.4, must be fastened through the sheathing to the studs with 1114 inch -long (31.7 mm), 0.125 -inch -diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm), or No. 16 gage, corrosion -resistant staples having 15/16 -inch (23.8 mm) crowns. The fasteners must be spaced 6 inches (152 mm) on center on the studs and perimeter framing. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 3/6 inch (9.5 mm). 4.4.4.3 Axial Design (2 -by -4 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.3. 4.4.4.4 Axial Design (2 -by -6 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.4. 4.4.5 Fifth Assembly (Limited Load-bearing): 4.4.5.1 Interior Face: As described in Section 4.4.3.1. 4.4.5.2 Exterior Face: One layer of minimum 318 -inch - thick (9.5 mm) OSB, one layer of minimum 73/32 -inch -thick (10.3 mm) plywood, or one layer of minimum 1/2 -inch -thick, water-resistant core treated gypsum sheathing complying with ASTM C79 or ASTM C1396, must be applied vertically to the wall, and fastened to the wood studs, sill and plates using 23/a -inch -long (60 mm) 0.113 -inch -diameter (2.87 mm), 8d coated sinker nails having minimum head diameters of 0.266 inch (6.76 mm) and spaced a maximum of 8 inches (1219 mm) on center. The water -resistive barrier must be installed as required in Section 3.2.9.1. A layer of maximum 1 -inch -thick (25.4 mm) EPS insulation board, or DOW Styrofoam Stuccomate brand XPS insulation boards recognized in ESR -2142 and described in Section 3.2.3.2, must then be attached using galvanized staples or roofing nails. The insulation board must be followed by lath, as described in Section 3.2.4, fastened through the Insulation boards to the studs and perimeter framing with 0.125 -inch -diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm), or No. 16 -gage. corrosion resistant staples having 15116 -inch (23.8 mm) crowns. The fasteners must penetrate a minimum of 1 inch (25.4 mm) into wood framing, and are spaced a maximum of 6 inches (152 mm) on center. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 316 inch (9.5 mm). 4.4.5.3 Axial Design (2 -by -4 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.3. 4.4.5.4 Axial Design (2 -by -6 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.4. 4.5 Noncombustible Construction: For the purposes of this report, noncombustible construction incudes Types 1, II. III and IV construction under the IBC. Under the 2012 IBC, for exterior walls on buildings of Type I, II, III, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as indicated in 2015 and 2012 ISC Section 1403.5. The Diamond wall stucco system when installed per Section 4.5.2 of this report, complies with Exception 2 of the 2015 IBC Section 1403.5 provided an approved water -resistive barrier is installed as indicated therin. 4.5.1 With Foam Plastic: The stucco system with EPS foam plastic must be installed as noted in Sections 4.5.1.1 through 4.5.1.6. 4.5.1.1 Interior Finish: One layer of 5/8 -inch -thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied vertically to steel framing with all edges blocked. Fasteners are No. 8 by 1114 -inch -long (32 mm) buglehead screws fastened to wallboard joints at 8 inches (203 mm) on center and to intermediate locations at 12 Inches (305 mm) on center. All joints must be taped and treated with joint compound in accordance with ASTM C840 or GA216. Intermediate fasteners must be treated with joint compound in accordance with ASTM C840 or GA216. 4.5.1.2 Steel Framing: The steel framing must be minimum 3518 -inch -deep (92 mm), minimum No. 20 gage 10.0359 inch (0.91 mm)] steel studs, spaced a maximum of 16 inches (406 mm) on center. 4.5.1.3 Openings. Wall openings must be framed with minimum 0.125 -inch -thick (3.2 mm) aluminum or steel framing. 4.5.1.4 Exterior Finish: One layer of minimum '/z -inch - thick (12.7 mm), water-resistant core -treated gypsum sheathing, complying with ASTM C79 or ASTM C1396, must be applied horizontally or vertically to the steel framing using No. 8 by 11/4 -inch -long (32 mm) buglehead screws spaced 8 inches (203 mm) on center at all framing locations. 4.5.1.5 Fire Stopping at Floor Level: Where studs continue past floor levels, stud cavities at each floor level must be blocked with mineral wool batt insulation designed for fire blocking applications. The mineral wool insulation must be fitted into each stud cavity at the floor. The insulation must have a minimum 4 pcf (64 kg/m3) density, must be 4 inches (102 mm) thick and must be approximately 6 to 8 inches (152 to 203 mm) wide. To fit within a stud cavity, it must be long enough to achieve a friction fit. 4.5.1.6 Stucco System: Where a water -resistive barrier is required, the stucco system must include one layer of a water -resistive barrier as described in Section 3.2.9.1, having a flame -spread index of 25 or less and a smoke - developed index of 450 or less. The water -resistive barrier must be installed over the sheathing in accordance with IBC Section 1404.2 EPS insulation board with a nominal 1.5 pcf (24 kg/m3) density must be installed at a 1 -inch (25 mm) thickness horizontally in .pinning bond to the sheathing. The lath, insulation board, and water -resistive barrier must be Qositively fastened to the steel framing using No. 8 by 2 /2 -inch -long (63.5 mm), waferhead, self - drilling screws spaced 8 inches (203 mm) on center to all framing members. The Diamond Wall stucco system must be applied at a 318 -inch (9.5 mm) minimum thickness in accordance with Section 4.0. 4.5.2 Without Foam Plastic: The Diamond Wall stucco system must be applied over gypsum sheathing and steel studs in accordance with Section 4.3.3 without the foam plastic. 4.6 Miscellaneous: 4.6.1 Inspection Requirements: Building department inspection is required of lath installation prior to application of the coating, as required by the applicable code. The Diamond Wall PM System requires special inspections, in accordance with IBC Section 1704, for field -batching and ESR -1194 1 Most Kridely Accepted and Trusted Page 7 of 11 mixing of components. As an alternative, when approved by the code official, continuous field inspection of all batching and mixing operations, by an authorized inspector, trained and approved by Omega Products International, Inc., may be used. The authorized inspector must be independent of the plastering contractor. A declaration, such as that shown in Figure 4, must be completed and signed in duplicate, for presentation to the building owner and the code official with the plastering contractor's installation card. 4.6.2 Control Joints: Control joints must be installed as specified by the architect or designer. 4.6.3 Curing: Moist curing must be provided for a minimum 24 hours after coating applications. The length of time and most effective procedure for moist curing will depend on climatic and job conditions. 4.6.4 Soffits: The system may be applied to soffits, provided the coating is applied over metal lath complying with Section 3.2.4.2 in lieu of wire fabric lath. Metal lath fastening must comply with ASTM C926 or C1063 (IBC), or 2015 IRC Section R703.7.1, or 2012 and 2009 IRC Section R703.6.1, as applicable except the fastener length must be increased by the thickness of any substrate. 4.6.5 Sills: The system may be applied to sills at locations such as windows and other similar areas. Sills with depths of 6 inches (152 mm) or less may have the coating and lath applied to any substrate permitted in this report, provided the coating, lath, water -resistive barrier and substrate are installed in accordance with the appropriate sections of this report. Sills with depths exceeding 6 inches (152 mm) must have substrates of solid wood or plywood. The substrate must be fastened in accordance with 2015 IBC Table 2304.10.1, 2012 and 2009 IBC Table 2304.9.1, or IRC Table R602.3(1), as applicable and a double layer of a complying water - resistive barrier must be applied over the substrate. The coating, lath, and optional insulation board are applied in accordance with Section 4.2. 5.0 CONDITIONS OF USE The Omega Diamond Wall and Diamond Wall PM Insulating Exterior Stucco Systems described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The materials and methods of installation must comply with this report and the manufacturer's published instructions. In the event of conflict between the manufacturer's published installation instructions and this report, this report governs. 5.2 Installation must be by contractors approved by Omega Products International, Inc. 5.3 The system is recognized for use in noncombustible construction when installation is in accordance with Section 4.5. Under the 2015 and 2012 IBC, for exterior walls on buildings of Type I, II, 111, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as Indicated in 2015 and 2012 IBC Section 1403.5, except as permitted under Exception 2 of the 2015 IBC Section 1403.5. 5.4 The system is recognized as a one-hour fire - resistance -rated assembly when installation complies with Section 4.4 of this report. 5.5 The interior of the building must be separated from the foam plastic insulation board with a thermal barrier complying with the applicable code, such as '/2 -inch (12.7 mm) regular gypsum wallboard mechanically attached in accordance with the code. 5.6 A completed installation card, such as that shown in Figure 3, must be left at the jobsite for the owner, and a copy must be filed with the building department. 5.7 For the Diamond Wall PM System, inspections are required in accordance with Section 4.6.1. A declaration, such as that shown in Figure 4, must be left with the building owner, and a copy must be filed with the code official. 5.8 The allowable wind load on the systems are as follows: 5.8.1 For wood studs having a minimum specific gravity of 0.50 (Douglas fir—larch) or steel studs at a maximum of 24 inches (610 mm) on center, allowable wind load is 35 psf (1676 Pa) positive or negative when installation is over open framing in accordance with Section 4.2.1. For installations over wood structural panel sheathing using alternate fastener spacing and various wood species, see Tables 1 and 2. 5.8.2 For wood studs having a minimum specific gravity of 0.42 (spruce -pine -fir) at a maximum spacing of 24 inches (610 mm) on center, allowable wind load is 29 psf (1388 Pa) positive or negative when Installation is over open framing in accordance with Section 4.2.1. Support framing must be adequate to resist the required wind load, with a maximum allowable deflection of of the span, 5.9 Foam plastic insulation boards on exterior walls of wood construction must be located at least 6 inches (152 mm) from the ground in areas where hazard of termite damage is very heavy in accordance with 2012 IBC Section 2306.9, 2015 and 2009 IBC Section 2603.8, IRC Section R318.4, as applicable. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC -ES Acceptance Criteria for Cementitious Exterior Wall Coatings (AC11), dated January 2013 (editorially revised December 2015). 6.2 Data in accordance with ASTM Ell 19. 6.3 Data in accordance with NFPA 285. 7.0 IDENTIFICATION 7.1 The Diamond Wall stucco is delivered to the jobsite in labeled, 80 -pound (36 kg), water -resistive bags bearing labels with the following information: a. Name and address of manufacturer (Omega Products intemational, Inc.) and the evaluation report number (ESR -1194). b. Identification of components. c. Weight of packaged mix. d. Storage instructions. e. Maximum amount of water and other components that may be added, and conditions that must be considered in determining actual amounts added. f. Curing instructions. 7.2 Foam plastic insulation boards must be identified in accordance with their respective ICC -ES evaluation ESR -1194 I Most Widely Accepted and Trusted Pages of 11 'reports. Additionally, the board density must be 7.3 Fome-Cor Board must be identified In accordance noted. When applied to walls required to be of with eveluabon report ESR -1614: noncombustible construction, along one edge of each 7.4 DOW Styrofoam Stuccomate brand XPS Insulation board, . and on both faces of one board in each package, the foam plastic must be labeled with the boards must be identified In accordance with name "Omega Diamond Wall" and the evaluation ESR -2142. ` report number (ESR -1194); and the information required by the insulation board's ICC -ES evaluation report. TABLE 1—FASTENER SPACINGS FOR LATH ATTACHMENT TO WOOD STUDS WITH WOOD STRUCTURAL PANEL SHEATHING + AND NOMINAL %4NCH-THICK FOAM PLASTIC''' (inches) WOOD SPECIES SPECIFIC GRAVITY STAPLE GAGE 163 STAPLE GAGE 14 13 ` 163 15 14 13 12 Douglas fir—larch Douglas fir—South 0.50 0.46 6 6 6 6 6 6 6 6 6 6 Western hemlock Western hemlock—South 0.47 0.47 6 6 6 6 6 6 6 6 6 6 Hem-fir—South 0.46 6 6 6 6 6 Hem -fir 0.43 5 6- 6 6 6 - Spruce -pine -fir 0.42 4 5 6 6 6 Western woods 0.36 4 4 4 5 5 For SI: 1 inch = 25.4 mm. 'Wood structural panel sheathing must be fastened in accordance with the applicable code. 'For lath attachment, fasteners must have sufficient length to penetrate a minimum of 1 inch into the framing. 3As an alternate to the 16 gage staple, 11 gage roofing nails can be used at the tabulated spacing. TABLE 2 -FASTENER SPACINGS FOR LATH ATTACHMENT TO WOOD STRUCTURAL PANEL SHEATHING AND WOOD STUDS WITH 1 -INCH -THICK FOAM PLASTIC''' (Inches) WOOD SPECIES SPECIFIC GRAVITY STAPLE GAGE 163 15 14 13 12 Western hemlock 0.47 4 4 4 5 6 Western hemlock—South 0.47 4 4 5 6 6 Hem-fir—South 0.46 4 4 4 5 6 Hem -fir 10.43 4' 4 4 5 6 Spruce -pine -fir 0,42 4 4 5 5 6 Western woods 0.36 3 3 3 3 4 For SI: 1 Inch = 25.4 mm. 'Wood structural panel sheathing must be fastened in accordance with the applicable code, except that the Intermediate stud fastener spacing must be 6 inches on center. 2For lath attachment, fasteners must have sufficient length to penetrate a minimum of 1 inch into sheathing and framing. 3As an alternate to the 16 -gage staple, 11 -gage roofing nails can be used at the tabulated spacing. , 1 ESR -1194 I Most Widely Accepted and Trusted Page 9 of li It kk SECTioN A -A V Will x FIGURE 1A—TONGUE AND GROOVE FOAM BOARD FIGURE 1B --GROOVED FOAM BOARD IYPII3AL TERMINATION.AT FOUNDATION TYPICAL i(fWINA710M Al CI:CK FIGURE 2—TYPICAL DETAILS IL L L KZ jj t .......... f'l*I-_--.! If Pl. FIGURE 2—TYPICAL DETAILS jj t ;:C:: ji: TK[� HII FIGURE 2—TYPICAL DETAILS (Continued) ti • ESR -1194• I Most Arldely Accepted and Trusted Page 11 of 11 INSTALLATION CARD Diamond Wall One Coat System w Omega Products International, Inc. Project Address ICC Evaluation Service, Inc. Report ESR -1194 Date Completed: Plastering Contractor Name: Address: Telephone No.( 1 , Approved contractor number as issued by Omega Products Intl'I, Inc. This Is to certify that the exterior coating system on the building exterior at the above address has been installed in accordance with the evaluation report and the manufacturer's instructions.- Signature nstructions.Signature of authorized representative of plastering contractor Date This installation card must be presented to the building inspector after completion of work and before final inspection. FIGURE 3 ` DECLARATION Diamond Wall PM Omega Products Intemational, Inc" 1881 California Drive ' Corona, CA 92881 ' Phone: (951) 737-7447 Fax: (951) 737-6636 Project Address: " Date: f The field batching and mixing of all components of the exterior wall coating at the address noted above have been continuously inspected. The field batching and mixing have been found to comply with current evaluation report ESR -1194 and approved plans. , Authorized Inspector's Signature: Authorized Inspector's Name (print): Employer's Name: Employer's Address: Telephone Number: { ) Fax Number. I ) 'This is to certify that the above noted inspector, approved by Omega Products International, Inc., was authorized to inspect the project so noted and was trained to properly discharge his duties. Omega Officer Signature: , Signer's Name (print) Date: , ' t 'Signature required only If inspector is not an employee of Omega Products International, Inc. FIGURE 4- , ---�� Summit Structural Design g 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com April 14, 2017 RE: Schuster Shop, Plan 1000, Lot 81 Cozamel Court, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 4-13-17 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 4-14-17. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. EUXTE comq IT APR 19 2017 DEVELOPMENT SERVICES ))II BUTTE COUNTY BUILDING DIVISION APPROVED T, ti -�-� Summit Structura I _Design - ' 383 Rio Undo Avenue, Suite 200, Chico, California 95926 - `" p. (530) 592-4407 www.summitchico.com , r *.... April 14, 2017 RE: Schuster Shop, Plan 1000, Lot 81 Cozamel Court, Chico; CA j F To Whom It May Concern,;' h P I have reviewed the truss calculations by Systems Plus dated 4-13-17 and have found that the trusses appear .to be designed in accordance with the• general design concept of the , structural documents dated, 4,14-17.`The specific design shall remairi the responsibility of the engineer who has sealed the calculations. Sincerely, - E • Ryland Burdette,'P,E. CNL • SOF CAIS � . • ,. - : � 1. ; - ' COUNW APR• 19 2017 t., t� ; a. • , •y: c ; • - •- _ ' . ,. , ,. is , s'•' L, DEVELOPMENT •.` s E = ' ` �• ::t, SERVICES BUTTE COUNTY ;y BUIL"APPROVED DIING�DIVIISION .�f 383 Rio Lindo Ave, Chico, CA 959.26 p. (530) 592-4407 ,www:summitchico.com Structural Calculations For: Client: S;teve•Schuster, Schuster Homes., Inc: Project: Schuster Shop (Plan 1000) Address: _ Lot 81, Cozamel Court, Sierra Moon.. Subdivision, Chico, CA PERMIT # fl -k 891 BUTTE COUNTY DEVELOPMENT SERVICES * �(P. REVIEWED FOR CODE ®MPUANI �q o DATE BY BUTTE COUNTY APR 19 2017 DEVELOPMENT BEAVICES Note: Summit Structural Design. (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element :or. system not.specifically noted inthis set of specifications/cal`culations unless, authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow .accepted .construction practice, the latest edition of the California Building Code, and I"ocal'building department standards. t .�f 383 Rio Lindo Ave, Chico, CA 959.26 p. (530) 592-4407 ,www:summitchico.com Structural Calculations For: Client: S;teve•Schuster, Schuster Homes., Inc: Project: Schuster Shop (Plan 1000) Address: _ Lot 81, Cozamel Court, Sierra Moon.. Subdivision, Chico, CA PERMIT # fl -k 891 BUTTE COUNTY DEVELOPMENT SERVICES * �(P. REVIEWED FOR CODE ®MPUANI �q o DATE BY BUTTE COUNTY APR 19 2017 DEVELOPMENT BEAVICES Note: Summit Structural Design. (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element :or. system not.specifically noted inthis set of specifications/cal`culations unless, authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow .accepted .construction practice, the latest edition of the California Building Code, and I"ocal'building department standards. Summit Structural Design PROJECT: Schuster Shop STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL CODES: B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MAD&FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED' STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED.AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR.OR OWNER. 2. SITE WORK' / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL.FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS,, VEGETATION,AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 9016. I) USE 4" DIAMETER PERFORATED. PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 18080F THE 2016 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA. IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A.SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. .USE 3-1/2" SLAB WITH #3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID=DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. Summit Structural Design PROJECT: Schuster Shop G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0'' WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH 501L OR WEATHER EXPOSURE: 05 BARS AND SMALLER: 1 Y2" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: J) REINFORCEMENT SHALL. BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP BARS, PLACED ABOVE.12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS.SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT, 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 5/8" APA RATED:40/20 EXPOSURE 1; STRUCTURAL SHEATHING.WITH FACE GRAIN. PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 811 AT 6" O.C. EDGE, 12" O.C. IELD. U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: '/ APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS:, GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO' WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303:1.3, AITC A190.1 AND ASTM D- 737. BEAM INSPECTION CERTIFICATES SHALL BE.SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB =3100 PSI '& FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NEII-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL- BE PRESSURE TREATED DOUGLAS FIR WITH .1/2" DIAMETER ANCHOR BOLTS AND 3''X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX: WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 15%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER.. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED: BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS.(4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS:. BOLTS -AND LAG.SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED, H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER. MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED -WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. Summit Structural begin PROJECT: Schuster Shop C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF•SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS: THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP.BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C„ T&B U.N.O. B.) DOUBLE -JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT.WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE_ ENCLOSURES, WOOD BURNING STOVE, ETC: C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6.4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B:) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH.SIDE OF EACH. SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224,STRAP'U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD. WALLS AT MID -HEIGHT WHERE STUD. LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE'AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT.. D.) NOTCHED OR.CUT STUDS: NOTCHED AND/OR CUT'STUDS TO CLEAR ANCHOR BOLTS ARE. NOT ALLOWED. STUDS SHALL HAVE FULL BEARING. TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE.AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT r O.C. OR LESS SHALL BE 3X NOMINAL U.NO PER PL.ANS.AND DETAILS. 6.6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS. IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED, 84 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC.2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED• IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20• PSFAEOUCIBLE TOP CHORD DEAD LOAD 1S PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD' 45 PSF UPLIFT LOAD AS REQUIRED BY THE 2016 CBC Summit.Structural Design PROJECT: Schuster Shop _ D) TRUSS BRIDGING SHALL.:BE AS;REQUIRED AND SPECIFIED BYTHE TRUSS. FABRICATOR. E) TRUSS, MANU.FACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIESJNVOLV.ED IN 'GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNEDTOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE'. LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC -CHAPTER 16,, DIVISIONS 1,111, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) 'SEISMIC DESIGN CATEGORY: D D') - WIND SPEED: 110. MPH EXP -C; 4 I/ Summit Structura_I Design Project: Schuster Shop Engineer: 'RKB, Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load, Ply 2.0 psf Roofing 10.0 psf Framing - 5.0 psf Gyp .2.2 psf Insul 1:0,psf _Mise. 3:1 psf Total (sloped) 23:3 _psf Total (horiz) 25.O;psf Roof Live Load Roof Live Load w . ' 20.0 psf Wall Dead Load Siding 10.5 psf (exterior) 3/8; Ply..: 1.8 psf 2x Framing. 2.2 psf Gyp:. 2.2 psf + Insul. 1.3 psf_ Total 18.0 psf s , r y [lseo_uJ. j� o Fiecr ro YARD'OR- QQaHsf.o.VT' CONNECT TO YARD DRAW " R.Q.YlN9E.A_V.I. OYtlT TO .YARD 0.AIN a:5' BIR6.�,.I:.eNGlti PITCH D_O. 5p—ON—T CONNECT TO YARD DRAM Summit -Structural Design Project! Schuster Shop Engineer: RKB 'Design of: Seismic Mass and Seismic Load Development Area (fe) Weight.(Ibs) Roof 1219, 30499 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 15 140 18900 Walls(int) 15 0 0 Total 49389 Roof Area (ft2) Floor Area (ft 2) Ultimate.. Working -Stress 1219 0 4083 2916 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft2) Working Stress rho Total 1 610 1.459 1.30 1897 2 610 1.459 1.30 1897 A 610 1459 130 ' 1897 B 610 1459 1.30 1897 bes�gai 4;j§ PS Su, .-, a.ry_R(Mort _User-Specified;In put: ' t B.ui'Idin g Code, Reference'Docu�rdent 2012/2.0.151hn &ihational Building Code F,•. `. ' �x' 4 (.which utilizes USES haz@rd data available ir? 7a)0'k3), ` Y {� J Site'Goordirtates 39 8°:IV:; 12.1:$8°W Y Site Spil Classification. Site Class D ='"Stiff Soil" # Risk Category I%II/III �. - xr r°fir x YTN ctvH a r !" 2 ' `� •?° { .. ! qct la{�C{ #+� ictjs ia.(�L•r.:�jEp4y "i;•'vc.ra'iii}'','.(i!r {tf 'f. • 4a t itS'4_e ^f J��] L r'E h - +f� l F { .,ri .+.:tile`. �� 3f!iY UJ5 III�YfY {�(t j �. r♦.f� +. ,l �j,:t yJi zit r t a 1]f1 ,r4}I-yE` 'a �t y u4: '1, 9 ff„ 't♦.. br, p \\EL XL 'i Y...s] n ?�E+SJti x f t.s 3 L c.. LYt 'f]h y+.. H •t F (.CrS.sµ'•. (t . 1 1�t ^`1 Q�++pL�+.tl,yt,i• Ni n. t} Y:� r• J 1�',S '_i. 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'and S1 values above have been calcu�at' d .from pr"obablll'stic (risk -targeted) and. deterministic ground moxlons`in the direction of maximum honzorital response, :please return to•;the applic6ti6h%and, • 5elecl Ehe '2009 NEHRP" building co,de.:referenee document:.'` t :r • o�f+'•..11 f1Ct�17C]rl:iC'•jp.'O i `il fl. i' # , ; _Or•,�dtCcY @�l].,;rJh e''S C CUGTI , _ _: t• .r - L • - � as -. .. � r - L..�. aX+ t • it t. Ner'o4..T (,aecJ w i 77 l�fncotigh this.inforn Farlon 15; 4�`prodiiet of Ghr-U S 'Gecilogiral S"urvcy we provide., no warranty; erpressel or implied as to the ' iiccur,acy of the.;d ta_ cantaiiicd tfiere.ira:'This tool is not a'sUb9titute for technical subject matter knovrJ:e.dge. 14 � � • F _ r. ' h is ii � ` • � • � � , ' 1. Y Summit Structural Design . Project:. Schuster Shop Engineer; RKB Design of : Seismic Load D=evelopment (ASCE 7-10) _ Seismic`Design .Category D Ss 0.617 Mapped 0.2 sec spectral response , Occupancy 2 S1 0 276 Mapped 1 sec spectral response I' 1 Site Class f D y In -accordance with Ch 20. TL X16 ,SMS. 0:806 Max Considered EQ SIVA 0.510 Max Considered EQ SDS, 0:53.7 Design Spectral Response (0.2 Sec) t SD1.0, 40. Design Spectral Response (1_0 Sec,) - System [light Framed Shear -Walls R 6.5 omega 3 Cd 4. Ht Limit 65 Cs, 0.08 12.8-2' Ma..x-C's 0,34 Min Cs 002' (01 outside of.S'1): Ct. 0,02• x: 0.75 Ta 0.15 Cu 1.4 Max T 0.21 No limit for drift. Use T '0.15 Alt -Ss 0.617 V=. 0.083 *W Heightto Roof (hn) _ •15 ft V= 4.1 k. Vert Dist (Exp. (.k) 1 49.4 741 ' Level Story Ht.�(ft) hi (ft) W (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph: (kips? ROOF 15 15 49 741 1.00, 4.1 4 5 0 t Summit Structural Design Project: Schuster Shop Engineer: RKB npcion nf:-. lVlWFR'-I;=FnvPlnnO Procedure (ASCE 7-10,.Section 28.6) Conditions: 1. Simple Diaphragm CASE B. I. Low-rise 3; Enclosed 4. Regular Shaped S. Not Flexible 0 6. Not Subject to: 1�,ASE -A E.' CED a) across wind loading . J b) vortex shedding c) instability alt flutter d) 6annellng:effed e) buffeting (upwind obstructions) 7. Approx. Syrhetrical Cross Section �`,Q�� /� / (i5 '' /�� With Flat, Gable, or Hip Roof :5 45* 8. Exempt From Torsional Load Cases 29.4-1, Indicated in Note 5 of Fig. or the Torsional Load Cases do not (AD CASE A Control the Design: story and h:930 ft. or :CASE (USF 0=0') B- (2) storymax and lightframed or (2) story max. and flex. diaphragm L= 50 Long.. Bldg. Dim. (ft) 2aL= ;6.0 -ft: T= 20 Transv. Bldg. Dim. (ft)' 4 2aT= 6.0 ft. V= 3.10 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor X= 1.29 Adjustment. Factor Kzt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 19' Mean Roof Height (ft.) Exposure, X E)= 25 Closest Roof Angle, Mean Roof Exposure (5-,10-J5-.,20*,25*-,or 30*): HX. (ft) B C. D MWFR.S Wind Loads (psf), ps--LCF*X*Kzt*ps30 15 1.00 121 1.47 Location ps , 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 .1.55 -T-OO A-110 14.9 18.7 9.6 25 1.35 1.61 B-110 4.8 30 1.00 1.40 1.66 C-110 9.8 13.5 9.6 357 05 1.45 1.70 D-110 3.1 -4.8 40 1.09 1.49 1.74 E-110 47.9 -8.3 -15.4 45 1.12 1.53 1.78 F-110 -10.1 -11.3 E-3 5.0 1.16 1.56 1.81 &110 42.4 -6*v0 2 55 1 1.1.9 1,59 1.84 H-110 -7;8 -9'.3 .60 1.22 1.62 1.87 Summit Structural Design Project: Schuster Shop Engineer: F;KB Design of _C+C-Envelope Procedure ASCE 7-10, Section 3Q.5) 03 n \� (i; o �1 c ('0 �r Hlr� ROOF (7'< e' �2.5' ROOF (25'< 0 s:27') / (D �5 Cj , ,410.Adjustment d -�.- fo o O , FLATROOF and GABLE ROOF (7'< o <451 GABLE ROOF o 7') L= 50 Long. Bldg. Dim. (ft) a(ft) = 3.0 T= 20 Transv. Bldg. Dim. (ft) � V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 load Combination Factor A= 1.29 Adjustment Factor KZt= 1 Topographic Factor h= 19 Mean Roof Height (ft) RAN= 2 Roof Angle Number (.1=0°-7°, 2=8°-27°, 3=28°-45°)60 Conditions: 1. Mean Roof Height <_ 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallu p/fl utter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof 5.45°, or Hip Roof 5 270 Factor for Bldg Height and Exposure, A Roof Ht. (ft) Exposure p B C D 15• 1.00 1.21 1 A7 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1-84 1 1.22 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*Kzt*pnet30 Loc. EWA pnet Ovhg. Zone (ft) + _ _ Loc. EWA Zone (ft) pnet + - ,- 0 10T2-74--15.4 4 10 6.9 -18.3 20 2. -15.0 4 20 16.1 -T7.5 1 50 12.4 -14.4 4 50 15.1 -16,5 1 100 12.4 -14.0 4 100 14.3 -15.8 2 1 10 12.4 1 -26.9 =31.4 4 500 12.5 1 -14.0 2 20 12.4 -24. -31.4 5 10 16.9 -22.5 0 2;4 -2 .8 -3' .4 20 -21.1 2 00 2.4 - 9.7 731.4 5 50 15.1 --TO -0 3 10 12.4 -39.7 -52.9 5 100 14.3 -17.5 3 20 12.4 -37.1 -47,75 1 500 1 12.5 1 -14.0 50 12.4 -33.71 -40.9 100 .4 - -35,7 Summit Structural Design project: Schuster Shop Engineer: RIB ,Design of : Wind Loads A B C D End`Zone End Zone Int. Zone Int: Zone Line Min. Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear(lbs) Shear (lbs) Control 1 45 25 30 18 1375 926 1375 2 45 25 30 18 1375 926 13.75 45 .25 143. 100 315.0 2405 3150 45 25 '143 100 3150 2405, 3150 4. , aural Design �`u m M itSt r u Project: Schuster Shop Engi:neer: R KB Design of : Lateral Force Summary Wind Seismic WO Line Shear (lbs), -Shear, (lbs.) Control 1375 1897 Seismic, 1315 1897 Seism'ic A 3150 1897 wind Ota 3150 1897 Wind Sill Plate/Rim Anchorage 1 2 3 4 5- 6 7 12d 16d. 20d 30d 1/4" SDS A35 A34 Nail gth 3.25 3.5 4 4.5 3:5 0.135 0.148 0.177 0.192 0.25: Embed (in) 1.75 no 2.50 3.00 2.00 Shear Wali Summit Structural Design Project:. Schuster Shop Engineer: RKB Edge Nail (in) Design of ' Shear Walls Fastener 9 Spacing 3/8�� __ Panel.Thicknes5 i Short Dimenslan Across'Studs �u Panel Orientation ? 8d Nail Type l'1/2 !! Anchor Bold Diam. 1 Stud Spacing 16' in o.c. Spec Grav Of Framing 0:S Fnd Sill Plate Grade _ ' DF -L AB in 2X Sill 620 lbs AB in 3X Sill 730 1155 Sill Plate/Rim Anchorage 1 2 3 4 5- 6 7 12d 16d. 20d 30d 1/4" SDS A35 A34 Nail gth 3.25 3.5 4 4.5 3:5 0.135 0.148 0.177 0.192 0.25: Embed (in) 1.75 no 2.50 3.00 2.00 Shear Wali Load (lbs)_ SW Plate Fastening 1.6 Edge Nail (in) Load (Ibs) Fastener 9 Spacing 1.01 1.01 6 260 1 7.6 inches 4' 350 1 5.7 inches 4, Note 1 380 1 5.2 inches 3, Note 1 490 1 4.0 Inches 2, Note 1 640 1 3.1 inches 44, Note 1 760 3 4.1 inches 33, Note 1 980 3 3.2 inches 22, Note 1 1280 3 2.4, inches 1. Use 3X, framing at adjacent panel edges and stagger nailing Cd Load (lbs)_ 3:82 1.6 165 3.34 1.6 189 1.01 1.01 1.6 261 1.83 1.6 '272 NG 1:6 544 0.91 1:6 695 1.6 53s SW:Rim Fastening (No:Ply EN,) Fastener:# Spacing_ 6 32:1 inches 6 23.8 inches 6 21.9 inches 6 17.0 inches 6 13.0 inches 6 11:0 inches 6 8:51 Inches 6 6.5. inches ABSpacing,(ft) 2X Sill 3X Sill 3:82 4.49 2.83 3.34 1.31 3.07 1.01 1.01 2.38 NG 1.83 NG 1.54 NG 1:19 NG 0.91 6 Summit Structural. Design Project: SchusterSliop t Engineer RKB. Design of :,,Shear Wall Framing Total Resistive Segment 'Segment Lateral Wall Overall Resistive Aspect Gravity OT OT: Righting Net Wall Load Length, Load Edge Nail Length Length Ratio Load Height Moment Moment 'M/D Line (ms) (ft) (plf) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -lb) (ft -lb) (lb).. 1-W 1375 10.00 131 6" 10.00 10.00 1.00 370 15 20619, 18500 952 1 -eq 1897 10.00. 190, 6" 10.00 10.00 1.00 370 15 28457 18500 1736 2-w 1375 10.00 137 6" 10.00 " 10.00 1.00 370 15 20619 18500 9S2 2 -eq 1897 10.00 190 6" 10.00 10.00. 1.00 370 15 28457 18500 1736 A. 'w 3150 16:00 197 6" 9.00 8:00' 1.00 370 15 23628 11840 2065 A -eq 1897 16:00 119. 6" 8.00 8.00 1:00 370 15: 14229 11840 891 B -w 3150 4.00 988 SW -SB :2.00 2.00 1.00 370 '15 23628: 740 .14592; ' B -eq 1897 4.00 474 SW=SB 2.00 2.00 1.00 370 15 14229., 740 6892 S cn1 P Sorb T-VZc �J6, w-u� .._— .2 .. . t Standard and Balloon Framing on Concrete Foundations Milk_...... 6000 ...._ ........4000 8000 Allow. Allowable ! Drift at Model : Vertical No' Load,P Allowable ' SWSB24x12 6000 a4 8000 ... Allowable _ ..1000 Load; V SWS1312x12 ', 4500 SWSB18x13 2000 Shear, D 2000 (lbs.) SWSB18x12 4000 '= 6000 ...._ ........4000 8000 I_ Allowable ! Drift at s� Allowable ' SWSB24x12 6000 a4 8000 ... Allowable _ ..1000 Load; V Shear, D SWSB18x13 2000 Shear, D 3010 (lbs.) (in.) ; i 2000 _ SWSB24x13 ' 4000 c^A 4850 SWSB18x14 30_10 SWSB24x14 4850 SWS618x16 3010 SWS82406 4850 _ SWS818x18 3010 - SWS824x18 ~ 4850 SWS818x20 3010 SWS82420 ' 4850 ---........ __........_._............---- 2500 psi Concrete Seismic F Wind _ . Seismic i ._ .......... ..... _ Allowable ! Drift at Anchor Tension at Allowable Drift at Anchor , 7ensfon at ASD Shear: Allowable Allowable ASD Sheari Allowable Shear, A Load; V Shear, D S(Ibsr)T Load V Shear, D ;Allowable She (lbs.) (in.) ; i (lbs.) (in.) 0.65 485 i 0.59 7885 535 0.65 8700 1340 1340 0.59 ............. 12995 1475 0.70 14305 1340 0.59 12995 1411 0.67 13685 1340 0.59 12995 1308 0.62 12685 1340 0.59 12995 1205 0.57 11690 1318 0.58 5 1 7 2 85 1102. 0.52 10690 2695 0.57 s 19710 2965 0.64 21685 2695 0.57 19710 2862 0.62 20930 2695 0.57_ i 19710 27250.59 2965 i 19930 1200 _; I 0.64 _.._.__.._.._.l_._._._ 12630 1320 0.74 13890 1200 0.64 12630 1300 0.7_3 13680 1200. 0.64 ? 12630 1252 0.70 _ 13175 2440 ; 0.63 19360 € 2685 0.10 21305 2440 0.63 19360 `• 2685 0.70 21305 2440 0.63 1936.0 2685 0.70 21305 1030 0.69 11885 1130 0.78 13035 21300.69 _.............. _.........._ ... 18530 '. .:... ................... 2340 0.77 20355 770 ------------- 0.77 - --- ..... 10150 ...._ _---__-........................._....._.._.._.._.. 845 0.86 11140 1650 .. 0.80 _ _ - ..._.... 16405 _.,. .......... _, _.......... .1815 i .... .-__...__....._._-- 0.89 18045 660 0.87 9790 _.......:.,.................:_..._....._......_. 725 0.97 10755 1400 0.90' 15660 1540 1.00 17225 550 0.97 9065 605 1.08 9970 1150 1.00 14290 _._....... 1265 1.11 ............ 15720 t. Load values includo evaluation of bearing stresses on concrete foundation with compressive strengths (Pc) as listed and do not require further evaluation by the Designer. Fcr higher load values (on certain models), specify bearing plates on page 38 and refer to ICC -ES ESR -2652 for loads. For installations on masonry foundations, bearing capacity shall be evaluated by the Designer. 2. Seismic design based on 2012 IBC using R = 6.5. For other codes, use rhe seismic coefficients corresponding to light -frame bearing walls with wood structural panels or sheet,steel panels. 3. The applied vertical load shall be a.concentric point load or a uniformly distributed load not exceeding the allowable vertical load. Allernativel)S the load may be applied anywhere along the width of the panel if imposed by a continuous -bearing, vertical -load transfer element, such as, a rimboard or beam. For eccentric, axial loads applied directly to the panel, the allowable vertical load shall bs divided by two. 3000 psi Concrete 4. Anchor tension based on design shear may be determined using equation on page 51. 5. High-strength anchor bolts are required for seismic applications and where the anchor tension force at wind design shear exceeds the allowable load for standard strength bolts tabulated on page 51. 6. Allowable shear, drift, end anchor tension values may be interpolated for intermediate height or vertical loads. For panels trimmed Io less than 931/: tall• use the values for a 931/1 panel. 7. All panels taller than 18' require a 2x6 minimum full -height stud attached to each side. Attach using 10d common nails at 16' o.c: 8. SWSB24x7 must be trimmed from a SWSB24x8 shearwall; 14', 16% and. 16' tall shearwalls are trimmed from a 20' tall shearwall. Strong -Wall® SB Shearwall Allowable Out -of -Plane Lateral Loads (PSF) ....-.......... __......__ ... - ... - _.-_ ....._ Panel SWSB Seismic i Wind . ............. . Attachment ; Width.........----.............__.........__....._........-_._._..._._.....-_-----...__._._..._....__.__._.._._.......�..._._._....._ ..................... j Drift at Anchor ASD Shear!, Allowable I Tension al Anchor Allowable Drift at ;ASD Shearl Allowable I Tension at Load, V• Shear, A Allowable l ; Shear T I Load V Shear, A le Allowable Shear, T (Ibs.) i (in,) i (Ibs.) (lbs.) I (In.) (lbs.) ...... ...... ...., 485 ._ .. _ ........ 0.59 7885 535 0.65 8700 1340 0.59 i 12995 1475 0.70 14305 1340 .. ......._...._..._...... 0.59 12995 _.........:_.__............_ 1475 ...... 0.70 _... ..... '14305 1340 0.59 12995 1475 0.70 14305 1340 0.59 I 12995 1440 0.68 ; 1340 i 0.59 1299 5 1337 0.631297 _13965 0 2695 I 0.57 1 19710 2965 ! 0.64 21685 , 2695 0.57 19710 2965 0.64 21685 i _._N/A 24 140 125 115 105 90 85 75 N/AN/A N/A i 2695 0.57 19710 2965 i 0.64 21685 no further increase allowed. 5. Out -of -plane loads act in combination with total vertical load. 1200J. 0.64 12630 ;- 1320_1 0.14 1.200 I 0.64 12630 I 1320 0.74 -13890 13890 1200 0.64 ; 12630 `: 1320 0.74 13890 -._........ _.... ......i.__......_....._,..y..._.._...._,.._.j--- 2440 0.63 �- 19360 _...� i 2685 j ._....--..-_.--.._ 0.70 . _..._.., ?_1305 _.._._.._.. 2440 _._......._...,...- 0.63 .......: i 19360 i.._.._._.__......_.._.)...................._.......)--........_.........._...... 2685 0:70 21305 ._.._ 2440 .................. 0.63 ......:.._.__,...._..._....__ 19360 2685 0.70 _. 7.1305 1030 i 0.69 i 11885 1130 0.78 13035 2130 i 0.69 18530 2340 0.77 i 20355 770 ; 0.77 ; 10150 845 :.._..._....._....._.._......_. 0.86 '11140 1650 0.80 ....._..._.L_..._.._......... 16405 .... I 1815 0.89 18045 660 i.- 0.87 9790 .725 ' 0.97 10755 1400 0.90 15660 ' 1540 ' 1.00 17225 550 0.97 9065 605 1.08 9970 1150 ; 1.00 :i 14290 1265 1.11 15720 4. Anchor tension based on design shear may be determined using equation on page 51. 5. High-strength anchor bolts are required for seismic applications and where the anchor tension force at wind design shear exceeds the allowable load for standard strength bolts tabulated on page 51. 6. Allowable shear, drift, end anchor tension values may be interpolated for intermediate height or vertical loads. For panels trimmed Io less than 931/: tall• use the values for a 931/1 panel. 7. All panels taller than 18' require a 2x6 minimum full -height stud attached to each side. Attach using 10d common nails at 16' o.c: 8. SWSB24x7 must be trimmed from a SWSB24x8 shearwall; 14', 16% and. 16' tall shearwalls are trimmed from a 20' tall shearwall. Strong -Wall® SB Shearwall Allowable Out -of -Plane Lateral Loads (PSF) ....-.......... __......__ ... - ... - _.-_ ....._ Panel SWSB ........ - ----- Nominal Height of Shearwall (ft.) . ............. . Attachment ; Width.........----.............__.........__....._........-_._._..._._.....-_-----...__._._..._....__.__._.._._.......�..._._._....._ ..................... _.... In. 7 i 7%x 8 9 10 11 12 13 14 16 18 20 12 ; N/A N/A 305 210 150 110 85 i N/A N/A N/A N/A ! N/A Double Top Plate 18 N/A N/A 300 210 150 110 I 85 65 50 35 25 i 15 24 N/A N/A 300 210 15Q i 110 1 85 1 65 ! '50 ': 3525 I 15 _ _. .. .. r_._.... _. _. ....y'-.._. _.....__..:.._._ ...._,.:._..__._....__............._._.._....._.._.-__.-...>._...._..._...'---"-'_...._.j _. .. .._... L..-_.._..................__.... ...............1".._....... ...._- I_. 12 275 255 230 205 1 ................r - ..._.._._ 150 110 85 N/A ; _. N/A N/A N/A NIA . __..__......_.._......__..__....._.._............_._.._ Header 18 185 170 155 N/A N/A... N/A N/A......._,. ;_... ..... .:_._...135.M.._;... _125 •- r.._..1.10....._ ._85_...-.)_. _ .._.1.___ _._N/A 24 140 125 115 105 90 85 75 N/AN/A N/A i N/A NIA 1. Loads shown are at ASD level In pounds per square foot (PSF) of wall with 4. Loads consider a. deflection limit of h/240. no further increase allowed. 5. Out -of -plane loads act in combination with total vertical load. 2. Loads shown for portal applications require use of portal kit to resist 6. N/A=Not applicable header rotation.. 3. Table loads assume a max header depth of 14'. Use a load reduction factor of 0.88 and 0.78 for 16" and 18" deep headers, respectively. U) 41 f Summit Project: Schuster Shop Engineer: RK13 Design of:: Literal Drags Structural Design. Lateral Overall Shearper Length to Drag Drag Wall Load. Length Foot be dragged Load 'type Line (lbs) (ft) (plf) (ft) (lbs) if applicable' 1 -vv 1375 50.0 275 .27.0 74.2 A 1 -eq 2371 50.0 4.7,4 .27.0 1281 A 2-w 1375 50:0 27.5 27:0 74.2 A 2 -eq 2371 50:0 47.4 27,.0 1281 A A -w 3150 20.0 157.5 2.0 315 A A -eq .2371 20.0 118:6 2:0 237 A .B -w. 3150 20;0 157.5 8.,0: 126.0 A B -eq 237.1 20,0' 118.6 8:0 949 A J - -. ~ . . ' \l ~. / ` ' . ^ ^ ' .. . ` ��UUk��^�r ��K~`�� «�^�� ` _v~°n^v,..o��».^ _,^~�~,v��u ��^~.,n��/o ^ P Schuster Shop ^ ' En8�eer| RKB. . . Design of. Foundations , ` * AUovvab|eSmil Bearing; ' 1500 psf _Concrete CompressiveStrength: 2500psi ConcreteStem m/=x� . ��tg��/-i ' . ~-. . . 6"Wide with (l)#4.cohtinuou�.bpAtom ofYvaUbnd#4atI8* o`c. full height. Provide #4atIKoxo`verdca|developed bvhookintofoot' .U�NO. Continuous footings: ' Vm ~ 12 12 1500 MH#4,cont, ' 15 12 1875 (2)- *4 c orft. l8 lZ 2350 /3>#4cznt 24 12 - (3) #4 cont, ' 30 ` .IZ 3750' / M� '. ' ^ . SpreadFootngs: Reinforcing [ab. 'Lab | Size Thick., Fl 1!'O"So. 12 :(1) #4' - 1.S ' F1.5 11-611 Sq. 12 (2)#4 ` . 3.375 - F2 ^ T'0^Sq. 12 (2A#4 6 F2.5 21-611 Sq. lZ /4\#4 9.375 - ~F3 31-011 Sq. 17 (4\#4 �3.5 - F8.5 3 '-�^5q. 13 �4 (S)' ` l8.375 ! F4 � 4'.4' Sq. 12 ` (5 #4 . ` . 34 F4.5 4'-6" So. 1i ` (6)#4 30i375 ' F5 ' 5'-0" So. lZ /7\#4 37.5 ` F5'5 ��6" ~ ,. So. 1Z /S>�5 4S��75 ^ , F6 V-0 -So' 18 (A)#5 .54' ' F6.5 6'-6"3q. 10 (9)#S ^ 63375 Note:Bntdonofeachfontngsh�|beat|6at12"�gowOn�he��!adeh,aspe�|oodpeouir.em.en!s . . �� Unfactored:- Mal sis Value Ues1 n Value Malas±s/Desi n .COMPANY PROJECT Fv' _ Summit Structural Design Wind Q' Q)'WoodWorks Apr, 12, 2017'09:27 221. SUFf1YARffOR.fY000DEi1G>\ 1288 Typical $lUd Design Check .Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location Ifl'1 Magnitude Unit Cern Start End start F.nd boa i Dead AxTa1. UDL tEcc. O.Otl"1 00 p.P Load2 44inti CdC Axial UDL IEcc. 0,00".1 24.0: plP. Loac13 Roof conSCr. Axial UDL IEcc,. 0.00"1 230 pit Goad4 'rMnd CLC Full Area 30.btl 112.01• paf Seif-weight Dead 'Tributary Width finl Lateral Reactions .(lbs): 14'-7:5'` Support 3earir., J 9 ?81 fcp/Fcp 0.13 Coinbined, (ax is compression + sde Axial UDL- Eq..3. 3r3 = 0..79 29 >1'f Live Defl'n 0.45 L/388 0.49 G/360 0.93 Total Def 1'n Lumber Stud,, D.Flr-L, Stud, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L Stud;,Bearing length = stud thickness Spaced at 12,9' c/c; Total'length: 14'-7.5". Pinned base; Load face = widlh(b); Ke z Lbi 1.0'x 0.0'= 0.0 ((l); Ke x Ld: 7.0.x 94.63 ='14.63 (fl); Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi).and D,eftection (in) using NDS 2012: Additional. Data: FACTORS: F%E(psilCD CM Ct CL/CP CF Cfu Cr CLrt• Ci' LCH F'v' 1.80'. .1.60 1.00 L.00 - - - - 1.00. 1.00 4 FU'+ 70o 1,.60 1.00 1.00 1.000 1.000 I..00' '1.15 1.0o 1.00 •4 Fc' 650, .1.60 1.00 1.00 0.281 1.000 - - 1:00 '1.00 .3. Fc'comb 850 1.60 - Oc281 - - - - - .5• E' 1.4 million. 1.00 1 00 - - - - 1.00 1..00 4 Emir.' 0..51 million .1.00 1.00 -. - - - 1.00 1.00 4 Fc' 850 1.60 1.o0 1.00 - 1.000 - 1.00 3.0b "3 Fco sup 625 1.o0 '1;.00 - - - - 1.110 i.0d 3. CRITICAL LOAD COMBINATIONS: Shear. : LC 114 '_ ..6D+.614, V - 133, V :design 133 lbs Bendinrll+I.:.LC fig �" :60+.614, M - 488 lbs -ft Deflection: LC 64 .._. ,6D+.,421i (Wive) LC A4 = .6D -.42W (total) Axial. LC (13' = D+.75(Lr+.61.7)., P ii 809 Obs Co:biried i -LC 05 -D+.614; (1-- Pc/FcE) - 0.00 Support LC s3 = W .75:(Lr+:614); R' = 809 lbs, rap.= �6445,:Lb.- i.50", Cb- 1..25 D=dead 'L=live s=snow W-vind T�.inpact Lr -roof, live; Lc -concentrated E -earthquake All LC's are listed in the Analysis output i:OAd combinations: ASCE 1-l0./' TBC 2d12 CALCULATIONS: Deflection: El = 29eO6 lb-in2� , "i.ive" defloctlOtc Deflection 'from all non -dead loads Ilive,. N;Ind, snow:..) Total. Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 9. WoodWorks'anslysis. and, design are in accordance with the ICC International Building Code (IBC 2012),.Ihe' National Design.Speciricalion (NDS 2012), and NDS.DesignSupplerneni. 2. please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, end multiply members,are not'raled for fire endurance. Unfactored:- Mal sis Value Ues1 n Value Malas±s/Desi n Dcad fv 24 Fv' _ '8 Wind 222 0ending (+1 221. Roof Live 1288 fb/Fb' = 0.40 Factored: L ->R 133. - 133. cc/Fc' � 0.24 Axial Dearing Lc = 98 Fc'' = 1360 Pe/Fe' _ 0,.07 Support 3earir., fcp = 98 Fcp ?81 fcp/Fcp 0.13 Coinbined, (ax is compression + sde Axial UDL- Eq..3. 3r3 = 0..79 29 >1'f Unfactored:- Mal sis Value Ues1 n Value Malas±s/Desi n Dcad fv 24 Fv' _ '8 Wind 222 0ending (+1 221. Roof Live 1288 fb/Fb' = 0.40 Factored: L ->R 133. - 133. . Criterion Mal sis Value Ues1 n Value Malas±s/Desi n Shea' fv 24 Fv' _ '8 ".v Fv' = 0,08 0ending (+1 Cb = 779 Ft>' _ 1288 fb/Fb' = 0.40 Arial fc 98 Fc' 382. cc/Fc' � 0.24 Axial Dearing Lc = 98 Fc'' = 1360 Pe/Fe' _ 0,.07 Support 3earir., fcp = 98 Fcp ?81 fcp/Fcp 0.13 Coinbined, (ax is compression + sde 1gaa bending) Eq..3. 3r3 = 0..79 Uead Def 1'r. � neyl igible. Live Defl'n 0.45 L/388 0.49 G/360 0.93 Total Def 1'n 0.45= L/388' 0.73 = L/7.90 0.6?. WoodWrks�FOR W Loads: UlDead Type. eadfind C&C oof COnstr ind C6Cead 1 U Lateral Reactions (lbs): COMPANY PROJECT SurmmiCStruclural Design Apr. 12, 2017 09:33 Design Check Calculation Sheet i%odWorks Sizer 10.1 M3gr,,tude, U"" Dlstrlbutlon Pat- Location lftl Cern Slart End Start End lbs Ax Axlai. C. = 0.00"1 50 Lbs Axial 29.20 17.67) pst FU11 Arca „e � lbs 14'-7.5" King for 14' Opening 14'-7.5" 0' 1638 Dead :4ind 9638 Root Live Factored: -__ Timber -soft, D.FIr=L, NPA, 6x8 (5-112"x7-1/4") Support Non -wood; Bearing length : coiumn width Total. length: 14'-7.5 Pinned base; Load face = widlh(b); Ke z Lb: 1.0 x 0.0 = 0.0 (it*,; Ke xtd:..1.0 x 14.63 = 14.69 (ft); Lateral support: top = Lb, bottom = Lb; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS io12 ,_,.,• Anc.lvsis/Design _ Beirding 14) LO.3 8cu fc/Fc.' m 0.01 Axial Fc'•663 0.01 Axial Beariny Fc• = 1250fc/Fc'.Co:nbfined taxisssion s de load bending) Eq.3.9-� > 0•q7 Dead Detl'nligible '0,71 Live Defl'n 1./SDG O.A,9 L/360 0 q7Total bofl''n L/506 0. i.3 > _.40 �-- Additional Data: FACTORS:-F/Etpsi)CD CM Ct CL/CP CF Cfu Cr if -rt 1C 00 40 Fv' 170 1.60 •1.00 1.00 Fb', 1200 1.60 1,.00 1.00 1.000 1.000 1_00 1_00 1-00 1..00 1.00 -00 2 Fc' 1000 1.25 1.00 1.00 0.440 1.000 '_ 5 Fc'comb 1000 1.60 - - _ _ _ 1.00 9.004. E' 1.6 million 1.00 1.00 -.1.00 1..00 4• Enin' 0,AB million 1.00 1.00 - 1.000 - - 1.00 1.00 2 FG.' 1000 L.25 1.00 1.00 CRITICAL LOAO COMBINATIONS: Shear LC 04 - .GD�.6W, V = 983, V design > 983 lbs Den;li ny (') i LC 04 - .6D4 . 614, M. = 3593 lbs -ft Deflection: LC04 - .60'+.421V (live) LC 04. a .6b...42W (total) A•r.ial LC 112 = U+Lr, P = 284 lbs, Combined LC 05 D.. 6W; (1 - fc/FcE) = 0.99 D=dead Lm!_ve -snow W-wind.-1=impact -roof live Le=concentrated E>earthgvaPe Ali LC's are listed in the Analysis output Load combinations: ASCE '7-10 / IBC 2012 CALCULATIONS: Deflection: E1 279606 lb--in2 "Live" deflection_' betiectlon from all nun -dead loads (live,: wind, snow...) Total. Pefiect.ion >. 1.50(Dead Load Deflection) + Live load Deflection.. -_ Design Notes: the National Des'ignSpecificaiion (NDS 2012), and NDS Design Supplement. 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), 2. Please verify that the default deflection limits are.appropriate for your application. 1� Summit Structural Design. Project: Schuster Shop Engineer: RKB Design of: Roof Frarning Roof Loads DL= 25 psf LL= 26 psf Roof plywood: 1/2".APA rated Exterior plywood or.gS6: Apply face.grain perpendicular to framing, stagger panels,and nail with .8d at -6." o,c. edges'and 12 o.c. field..E,dge nail at gable ends, drags strap limes, blocking, and all.s.upported.edges. Trusses; Spacing 24 o.c.. Loads: T.C. Live Load.= 20 psf T.C. Dead Load = 1.5 psf B.C. Dead Load = 10 psf Total Load= 45 psf Typical Headers (U.N.O.). Us.e 6X6, DF#2' a gly.0 owvA 0), 123MNb7 xoo'Wswrk�40 61 rw.TGfmm Mv*da aw— O.t 179M.O..) I . rMcra"Wo'd Tvx COMPANY PROJECT -Sum mitStructural Design Wood W..'orks' Apr. 12;20117 09;42 SOFh%',V F. FOR WOOD UFSIC.N' B1 Design Check Calculation Sheet Woodworks sizer 10.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit 744 748 Roof Live tern Start End. Start End 1855 Loa 1 DeadArea tli 1.00• Nin ru .'d 25.00 (5.00)' ps. Load2 Wind Full Area Live Dee.l'n °0:11 21.00 (5.00)• psf. Load3 Roof constr. Full Area 0.33 - L/509 +20.0,0,(8.60)` psi Self -weight Dead I Full UDL 1 . 14.7. 1f: . Maxl'mtim Reactions (lbs)'and Bearing Lendths.(in) 14,-2„ 14'-l" Uri facto,red: - - - Value Ueod9e9 Value 909 1110d 744 748 Roof Live 708 70u Factored: Total 1855 1855 Bearing: Length 1.00, 1.00• Nin ru .'d 1.00.' 1.011 nuu,,, u u,y r -Vu. anpn,y uaou. , m, m,w mvpv . Timber -sok, D.Flr-L, No.2, 6x12 (5-112"x11-114"). Supports: All - T)rhbo�-soft Beam; D.Fir-L No.2 Total length: 14'-2.01': Lateral support: too= alsupports,.bottorti= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Analysis Value Design Value Anai sis/Des'i�n Shear w = 35 Fv'. 212- fvv = 0. 17 Bending(-) 'fb'= 615 Fb, =;'1078, fb/EV-- 0.57 Dead Defl'n 0.15 = <L/999 - Live Dee.l'n °0:11 -.<L/999 0.47, m L'/3.66 0. .24 Total Defl'n 0.33 - L/509 0..70 - L/240 0.47 Additional Data: FACTORS: F/E(psi)CU CN Ct C:L CF Cfu Cr Cfrt Ci Cn LCB ev' 170 1.,25 1.00 1.00 - - - 1.00 1..00 1.00 2 ib'• 875 1.251.00 1.00 0.986 1.000 1.00, 1.00 1.60 1.00 - 2 Fcp' 625 - 1.00 .1.00 - - - - 1.60 .1.00. - E' 1.3 million 1.00 1.00- - - - 1.60 '1.00 - '3 Emin' 0.47 million i.00 1.00. - - - - 1_.00 .1.00 - 3. CRITICAL LOAD COMBINATIONS: ShearLC 02 = D+Lr, V 1688, V design - 1453 lbs Brariding(4, LC 82 D,' -r, N 5943 lbs -ft De F..l e ti on: LC 03 a D+. 7511;r+..12W) (live) ' LC 113 D+.75(Lr+.42N1 (tot.nl) D=dead L-.11ve•S;snow'W=wind 1; -impact Lr=.roof live, Lc -'concentrated E -earthquake .ill LC's are listed i the Analysis ,output Load combinations: ASCE 7-10 / IBC 2012- CALCULATIONS: Deflection: 'EI 848e0E lb-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow..) Total D20Ql ction 1.56(Dead Load De- flection) + Live load Deflection, - Design Notes: 1. NloodWorks analysis and designaaie in accordance with the ICC International Building Code,(IBC 2012),,Ihe National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity thai the default deflection limits are appropriate for your application. 3. Sawn lumber trending members shall be laterally supported according 19 the provisions of NDS ,Qlauso.4.4.1. 'LS COMPANY PROJECT Summit Structural Design o tj ( Wo r k s � Apr. 12,1.017 09:43 soiltrARL FOR WOOD DISIGV 82 Design.Check Calculation Sheet, WoodWcrks Sizer .10A Loads: Load Type distribution Pat- tern Location Ift) Start End' Magnitude Unit start End l.oa" Dea YpIl Area Roo.' bi.ve 364 2 .00(1 .50)' psf Load2 Wind.CaC Pull Area [lead Defl'n 0.01 2.1.0001.50)S psf Load3 Roof constr. full Area Min -re 'd 1.00• 20.00111.50)% psf Lnad4 Dead Full Area Total. Defl'n 0:,02 18.00 (5.00), psf Self-wei"ht Dead Full UDL 7.2 plf tributary Wirlth (ft.) Maximum Reactions (lbs) And.Bearing Lengths (in) : 3'. V. Un facto red: Desi n Value Analysis/Design Dead 609 609 Wind 302 .302. Roo.' bi.ve 364 364 Factored: Total 1054 10.54 [lead Defl'n 0.01 - <L/999, Bearing: Length 1.00• 1.60• Min -re 'd 1.00• 1.00• 'Minimum bearing length selling used: -1" for endsupports Timber -soft, D.Fir-L, N6:2, 6x6(5 -1/2""x5-112") Supports: All -Timber-soft Beam, D,Fir-L No.2 Total length: 3'-2.0"; Lateral support: lop= at,supporls, bottom= at'supporls; Analysis vs. Allowable<Stress (psi) and Deflection (in) using Nos 2012: Criterion ru+al sis Value Desi n Value Analysis/Design Shear tv 32 Fv = 21'2" fv Fv' = 0..1-' Sendlatg(f) fb -316. 1b' - 937 fb/Fb," - 0.34. [lead Defl'n 0.01 - <L/999, 1.06 - _ 1.3 mi 11 ion. 1.00 1.00 - - Live De£1'n 0.01 = <L/999 0,10 m L/366 0.05 Total. Defl'n 0:,02 - <L/999' 0. 1-5 = L✓240 0.111 Additional Data: FACTORS: F/E(psi)CD CM CL' Cl. CF CPU Cr Cfrt Cl 6i i;Cii ,Fv' 170 .1.25 1.00 1.00 - - - - 1.00 1.00 1.00 Fb'+' 75C 1..25 1.00 1.0o 1.000 1.0(10 1.oc 1.00 1.00 1.00 - •2 Pcp' 625 - 1..00 1.00 - - - - 1.00. 1.06 - _ 1.3 mi 11 ion. 1.00 1.00 - - - - 1.00 7,00 - 3 CRITICAL LOAD COMBINATIONS: ShearLC R2 - D+Lr, V - 948, V design = 640 lbs Bending(-): Lb 112 - D+ -Lk, M N 73J lbs -Ft Deflection: LC B3 - D+.75(Lr.,.42W) (live) LC 113 = Dt.75(Lr+..42W) (totall D:•dcad L=live S=snow W -wind 1=impact Lr -roof live Lc -concentrated E=earthquake All 6C'3 are listed .in the Analysis output Load combinations; ASCE 7-10 / IBC. 2012 CALCULATIONS: Deflection; EI - 99e06 lb,-in2 "Live" deflection= Deflection from all non -dead loads, (live, wind,, snow..:) - Total Deflection - 1.50(15ead Load Deflection) + Live Load Dcilection. Design Notes: 1. WoodWorks analysis And design are in eccordiince.with the ICC. International Building Code (IBC`2012), the National Design Specification (Nos 2012), and NOS Design Supplement. 2. Please verify that the dofault deflection limits are appropriate for your application. 3. Sawn lumber bending members 'shall be laterally, supported according to the provisions of NOS Clause 4.4:1.. COMPANY PROJECT Summit Structural Design iDodWo f f _� Q Apr. 12, 2017 14119 SOrfivne(rOft WOOD'DEfrCN 83 Design. CheckCalculation Sheet Woodworks Sizer 10:1 Loads: Load - 'Type Distribution Pat- tern Location fft) Start End Magnitude Unit Start End Loadl Dead -•Point. - f.10 Roof Live 2.08' 1! lbs Load2 Wind C6C Point Bearing: Length 2.08 X566 lbs Load3 Roof constr. Point 2•.08 920 lbs Load4 Dead Full Area 0f. 09- Total Deft 1.) 10.00 (8.00)'- Ps Self-weitit Dead Full UDL 6.f9 7-.2. Elf . Maximum Reactions (lbs) and Bearing Lengths.(in) 3,_2„ _ V- Unfactored: Rna! sis Value Design Value UNad 628 .v 4)i nd 32.6 - f.10 Roof Live 313 609 Factored: 'total' 1008 1745 Bearing: Length 1.06, + f.00- M.in re 'd 1.001 1.00' -rvnnunum wanng,ung'n seumg ueeo: i or env suppons Timber -soft, DYlr-L, No:2, 626`(5.1/2"x5.112") Supports: All -Timber-soflBeamD.Eir-C No.2 Total length: V-2.0'; Latoral.-support: top= al supports, bottom= al.supports: Analysis vs. Allowable Stress,(psi)•and Deflection (in) using NDS 2012: ,Criterion Rna! sis Value Design Value Anal sis/Desi n S seat .v Fv 21� iv Fv' Bending :(+) fb 687 F. 937 fOlTb _ :0.73 Dead Defl'n 0.'01 •<L/999 Live Deft'n 0,01 = <L/999 0.10 = L/366 0f. 09- Total Deft 1.) 0.63 = 1L/999 0.15 = L/240 6.f9 N Additional Data:, .FACTORS: FIE (psi)CD: CM Ct. CL CF Cfu Ct* Cfrt C1 .Cn 'LCN Fv' .170 1A5. 1.00' 1.00 - - - - ' 1.00 •1.00 1 0 2 'r - o' 750. ,1.7.5 '1.00 1.100 1.000 1.000 1..00 1..00. 1. DO .1.00. - 2 Fcp' 625 - 1.00 1.00 - - 11..00 1,.00 - - F.' ,1.3 ini.11ion 1.00 1:.00. - r - - 1,00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Sham• LC 112 D+Lr, V = 1604, V design 1520 Ill's: Bending(.-),: LC .112 D+Lr., Ml= 1599 lbs,. -,ft ' Deflecti-on: LC 0-3 D*:75(Lr,+.42h) (live) LC 113 D+.75(Lr+.42W) (total) D=dead L=live S=snow W=wind 1 -impact. Lr=roof. live Uc=concentrated E=earthquake - All LC's are listed in the Analysis output _ . Load comb.inati.ons: ASCE 7-1() / IBC •2012 - CALCULATIONS: Deflection: F.'1 99e06 lb-dn2 ' "Five" deflection •' Deflection fromall non -dead loads (live,.. wind, .snow-,) Total, Deflection 1.50IDead*Load Deflection) 4, Live. Load Deflection. Design Notes: ` 1. WoodWOrks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS'2012),:and NUS Design' Supplement. 2. Please verify that the default deflection limits aro appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according.to the provisicns of Nos Clause 4.4.1. Systems Plus Lumber Co. Ma E 1800 S. Barney Rd. ry Anderson, CA 96007 . APR 1 2017 (530) 378-6800 (530) 365 -590.3 --fax IDEVELO MENT Trusses & Pre Manufactured Wall Panels SERV XS systplus@systplus. com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR -131 1 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBCARC 2012 SECTIONS (2303.4/R802.10roof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES 0 NO ❑ Standard Tnisc Detail Title Detail fi = 1ne6-ded Gable End 85 Wind B 1 Gable End 110 Wind B I A Gable End 1 10 Wind C 1 B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 1 I ✓ Purlin Gable 12 BCSI at wmi-w.sbeinduslry.com BCSf BI Summary Sheet at www.shcindustrv.cotn Systems Plus Job Number 0417-277 Date 4/14117 Revision(s) Customer Project Location PERMIT # t— Schuster BUTTE COUNTY DEVELOPMENT SERVICES KEVIEVVED FOR Shop r�� r nnK A01 @ rner%C: Chico PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE SCSI -B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES BY NOTE F i `-'� e--, P i SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING'TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNIS14ED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. ` ^ rulalea Increase 1.1 TCDL 14.0 bar Increase tis TOP CHORD 'Sheathed. Western DiVislon, BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling diredy applied. MINIMUM LUMBER SIZE AND GRADE \ BCQL 10.0 TOP CBOT CHORD 2 X 4 SPF 1450F 1.3EHORD 2 X 4 SPF 145OF 1.3ELENGTHor | � �. � ASDESIGN nsuD 2.01-0" MAX ^ BE 3x6 MT20 PLATES - ' ""^2 - AS TOP ~-~~~''^-''~~~-'`-^ ' ~°^.~. °30 MIN) NAILS . , Nv.=- TOP CHORb PITCH: 3/12-8/12` . . ` . PITCH DIFFERENCE B=.."==".°,""" � BOTTOM CHORD TO BE'2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-18d COMMON'WIRE ' --'--- -0- O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON Will (0.162 -DIA. X 3.5- LGT) TOE NAILS � � ' .��_ - ' ovwwwu,nuunw�owwms«�srn�x�ru�>n�wm�' ' uw* . , .. � - ` ' � � ~ ' . 'CONN. wmxmCOMMON vwncm�wro�xmrusn��Ywu� ' �y == ^ � a»4- OR A BEARING BLOCK. ="°~"/"~` . ` -'_..~. ` 2-0-0 PRESSUREBLOCKING INFO. ^ ' r� NOTE: NAILING SHALL BE SUCH THAT THE . DOES .` "i NO. C7,6428 EXP CIVIV. OF . . . , ��P ��1 ��1� . _— r � ~~,� . . . . ` . ^ -. � f i t FEBRUARY,19, 2009 UPLIFT TOE -NAIL DETAIL. ST-TOENAIL^UPLIFT 0 oto 0 oc� �a MiTek USA, Inc. SIDE VIEW NEAR SIDE FAR SIDE THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. / END VIEW NEAR SIDE TOP PLATE OF WT� L Mirek USA, Inc. Page 1 of i" FOR 3" NAIL 1.1116" FOR 3.25" NAIL 173/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL 8E DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL) APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:. (3) -16d NAILS (.162' diam. x 3.5") WITH SPF SPECIES TOP PLATE fir'=ird X ` For Wind DOL of 1.33: �„ i.r � '418 3 nails X 37 Ib/nal X 1.33 DOL for wind _ 148 lb Maximum Allowable Uplift Reaction Due To Wind t For Wind DOL of 1.60: `X 3 (nails) X 37 (Ib/nail) X1.60 (DOL farwind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind �...:,, 12 Fvl 18 If the uplift reactions specified on the Truss Design pe 9 Drawing exceeds Iblbs;lbs) Building Designer is responsible to spepe cifiy a diff different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL FEB® USE (4) TOE -NAILS ON 2x6 BEARING WALL Qy �dw.4'affi+:....a''°"v.Yat'�f3�",.•:"a"`C„c�..�i °' +, ti -w+2-- _ - "''_=G ..n�:.��"£:;; V-; ..n-n..:[cr-. ::4t:L ?.: Stf??_`.': rT7%%F.3 P.ntt .-t.,,.!' i ..-,,-: Y•_':.�"..'i: p.TLi ? .,-o l.ji ,a.. I ��sg Design valid for use or.!y v&!'Mtrek connectors. This design is hosed cr'.y upon pammoters snov.'n. crd s !o: a: inclxC::al uutdng ccrnpvwns. App9cobility of designparomemers and proper incorporation of component Is responslblllfy of bu9aing designer - not truss designer, Bracing shown is for laterol svppod of csdlvlducl web members orly. Aodlticnal temporo y bracing to insure stcb9lry outing construction is the responsibimy of the erector. Additional permanent bracing of the overall structure is the responsioitty of the Wfiding designer. For general guidonce regording tabrlaotion, quolltycentra, storage. dellvery, erection and bracing, consult ANSI/TP11 Ouallty Crifedo, 05&89 and BCSI1 Sultding Component 7777 Gmentsdcli bn. Suf1oH. 708 Safety information avotable from Truss Plate Institute. 5B3 D'Onofrio Drive, Madison. M 53719. Citrus roonb5, Co. 96810 N I TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nail) DIAM. I SYP DF Hf- SPF SPF -S a .13159 46 32 30 20 O ' J .135 1 60 48 33 30 20 ,162 1 72 58 39 37 25 J m , Z .128 54 42 28 27 19 J 2 .181 55 1 43 29 28 19 .148 62 1 48 34 31 21 z" 0 O.128 .120 51 39 27 26 17 49 38 26 25 17 c .131 51 39 27 26 17 .148 57 44 31 26 20 Mirek USA, Inc. Page 1 of i" FOR 3" NAIL 1.1116" FOR 3.25" NAIL 173/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL 8E DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL) APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE:. (3) -16d NAILS (.162' diam. x 3.5") WITH SPF SPECIES TOP PLATE fir'=ird X ` For Wind DOL of 1.33: �„ i.r � '418 3 nails X 37 Ib/nal X 1.33 DOL for wind _ 148 lb Maximum Allowable Uplift Reaction Due To Wind t For Wind DOL of 1.60: `X 3 (nails) X 37 (Ib/nail) X1.60 (DOL farwind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind �...:,, 12 Fvl 18 If the uplift reactions specified on the Truss Design pe 9 Drawing exceeds Iblbs;lbs) Building Designer is responsible to spepe cifiy a diff different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL FEB® USE (4) TOE -NAILS ON 2x6 BEARING WALL Qy �dw.4'affi+:....a''°"v.Yat'�f3�",.•:"a"`C„c�..�i °' +, ti -w+2-- _ - "''_=G ..n�:.��"£:;; V-; ..n-n..:[cr-. ::4t:L ?.: Stf??_`.': rT7%%F.3 P.ntt .-t.,,.!' i ..-,,-: Y•_':.�"..'i: p.TLi ? .,-o l.ji ,a.. I ��sg Design valid for use or.!y v&!'Mtrek connectors. This design is hosed cr'.y upon pammoters snov.'n. crd s !o: a: inclxC::al uutdng ccrnpvwns. App9cobility of designparomemers and proper incorporation of component Is responslblllfy of bu9aing designer - not truss designer, Bracing shown is for laterol svppod of csdlvlducl web members orly. Aodlticnal temporo y bracing to insure stcb9lry outing construction is the responsibimy of the erector. Additional permanent bracing of the overall structure is the responsioitty of the Wfiding designer. For general guidonce regording tabrlaotion, quolltycentra, storage. dellvery, erection and bracing, consult ANSI/TP11 Ouallty Crifedo, 05&89 and BCSI1 Sultding Component 7777 Gmentsdcli bn. Suf1oH. 708 Safety information avotable from Truss Plate Institute. 5B3 D'Onofrio Drive, Madison. M 53719. Citrus roonb5, Co. 96810 N I JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST -TOENAIL -S!" uQQ OMTek USA, Ino. Page 1 of NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE -MEMBER oo AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND QEXIT AT THE BACK CORNER THE MEMBER END AS NAIL LJOLIJ 2. THE END DISTANCE, EDGE DISTANCE, OF AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW 2 NAILS) (226) 3 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. NEAR SIDE EXAMPLE: NEAR SIDE (3) -16d NAILS (.162° diam. x 3.61 WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X84.5 (Ib/nall) X 1,15 (DOL); 291.51b Maximum Capacity + ANGLE MAY VARYFROM 30'70 60° 45.00' ANGLE MAY VARY FROM 30°TO 60° 45.00° ANGLE MAY VARY FROM 30°TO 60° 45.00" tr "r E)"R FEB 0 9 2011 ��zS,cc::3'i%::�"s�':i'P.:�•.�i'�-'�`sa�s.s�42ti'iin,�r✓�,';!:;.v�:Lr<.^ p'..::< t:G: f:'•._. _- � ..:;>;+r%- ._. :. . .. ... _.. ::. �...... ........•::: aftif __r.:;".o.:y:"- ......�. �.-... ........ .-,�-: 7r:.�SR:�.-.ihL'G :/q:..,.,,r.. .r ri:ic NTs-:: nri">• r,'h.crnl: >4r, rt. :n v \r� , Yi^, - iu}< Jt:v...._aU� .........:- ft:C:(L.._<,..,..1'7:'.....r.:..: i•'c'`l�:5+i....='/�>?. ,.r ire ;.. ,...-.., , a..; �nc..r... „�.-Y,r: ^...<- ; rws:nhs .��:'..;i: Design valid for use onry with MITeK Cunneclai. This design's based only upon poramerers shown, and is for on uu7rviduoi buBd4sgcumporsent. Applkabilfy of design poromenters and proper incorporation of component is resoonsbiBfy, of building designer • not truss designer. Bracing shown Is for Ioieml support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regorduig ; �r<o p• e� - fabrication, ns on, quality control, storage, delivery• election and bracing, consult ANSI/TPII RuaOtyCritoda, 05B•89 and 8CS11 BuOding Component • 7777 Greenback fin. Safety Information available, from Truss Pate Institute, 583 D'Onofrio Drive, Madison, WI 53719. SuitelJ 109 Citrus Heights, Ca, 96610Suit TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S c7 .131 88,0 80.6 69.9 68.4 59.7 p.135 9315 85.6 74.2 72.6 63.4 6 .162 1 108.8 99.6 86.4 84.5 73.8 ri O Z 128 74.2 67.9 58,9 57.6 50.3 10.131 75.9 69.5 80.3 59.0 S1.1 N .148 81.4 74.5 64.6 63.2 52.5 c� THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW SIDE VIEW 2 NAILS) (226) 3 NAILS NEAR SIDE NEAR SIDE VALUES SHOWN ARE CAPACITY PER TOE -NAIL NEAR SIDE APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. NEAR SIDE EXAMPLE: NEAR SIDE (3) -16d NAILS (.162° diam. x 3.61 WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X84.5 (Ib/nall) X 1,15 (DOL); 291.51b Maximum Capacity + ANGLE MAY VARYFROM 30'70 60° 45.00' ANGLE MAY VARY FROM 30°TO 60° 45.00° ANGLE MAY VARY FROM 30°TO 60° 45.00" tr "r E)"R FEB 0 9 2011 ��zS,cc::3'i%::�"s�':i'P.:�•.�i'�-'�`sa�s.s�42ti'iin,�r✓�,';!:;.v�:Lr<.^ p'..::< t:G: f:'•._. _- � ..:;>;+r%- ._. :. . .. ... _.. ::. �...... ........•::: aftif __r.:;".o.:y:"- ......�. �.-... ........ .-,�-: 7r:.�SR:�.-.ihL'G :/q:..,.,,r.. .r ri:ic NTs-:: nri">• r,'h.crnl: >4r, rt. :n v \r� , Yi^, - iu}< Jt:v...._aU� .........:- ft:C:(L.._<,..,..1'7:'.....r.:..: i•'c'`l�:5+i....='/�>?. ,.r ire ;.. ,...-.., , a..; �nc..r... „�.-Y,r: ^...<- ; rws:nhs .��:'..;i: Design valid for use onry with MITeK Cunneclai. This design's based only upon poramerers shown, and is for on uu7rviduoi buBd4sgcumporsent. Applkabilfy of design poromenters and proper incorporation of component is resoonsbiBfy, of building designer • not truss designer. Bracing shown Is for Ioieml support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regorduig ; �r<o p• e� - fabrication, ns on, quality control, storage, delivery• election and bracing, consult ANSI/TPII RuaOtyCritoda, 05B•89 and 8CS11 BuOding Component • 7777 Greenback fin. Safety Information available, from Truss Pate Institute, 583 D'Onofrio Drive, Madison, WI 53719. SuitelJ 109 Citrus Heights, Ca, 96610Suit March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE MTek USA, Inc. Page 1 Of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing od is impractical. T -Brace / I -Brace must cover 90% of web length. �a Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. ~ Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" O.C. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace i . (On Two -Ply's Nail to Both Plies) Nails Nails t - SPACING k h k _\ Section Detail T -Brace Web Nails Web I -Brace Nails / 4.i §' 'N t Nct'r~� FEB 092a7 iT -Brace / I -Brace must be same species and grade (or better,) as web member. (") NOTE: If SP webs are Used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/l Brace Aa. lr. ff:U :'c. -r;; : �.:a� r:.. v:9r/-. r:r.,i n!:.4L3 if7e? : �*h`7_` Ai Aay7 ... ,.L -:.7 ._ ...3- Cessgn vofa for use only v41n Mriek connectors. ibis design is based only upon paremerers shown. and is for on inclMduol buadirg L=ponent. Applicability of design poromenten and proper Incorporation of component Is respons.Nity of building designer -not truss designer. Bracing shown Is for oteral support of indYi itlual web members only. Additional temporary bracing to Insure stoolliry during construction is the respomibllfty of the erector. Additional permanent bracing of the overall structure is the responsibility cl the bulloing designer. For general guidance regordlng fabreefirur. eunOM e-nnhd.alrxnnw_rlativarv. arwrlinnnnel hrn.Jnn .-....��r ern ner!n,...n�.. rn....i-veno --.e ,. n...,.,__ _�_____. r. 7777 Greenback Ln: 300 109 Citrus Iteyhis. Ca. 95610 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T -Brace 1x4 (`) I -Brace 2x6 1x6 (`)'T -Brace 2x6 1 -Brace 2x8 2x8 T -Brace 2x81 -Brace 4.i §' 'N t Nct'r~� FEB 092a7 iT -Brace / I -Brace must be same species and grade (or better,) as web member. (") NOTE: If SP webs are Used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/l Brace Aa. lr. ff:U :'c. -r;; : �.:a� r:.. v:9r/-. r:r.,i n!:.4L3 if7e? : �*h`7_` Ai Aay7 ... ,.L -:.7 ._ ...3- Cessgn vofa for use only v41n Mriek connectors. ibis design is based only upon paremerers shown. and is for on inclMduol buadirg L=ponent. Applicability of design poromenten and proper Incorporation of component Is respons.Nity of building designer -not truss designer. Bracing shown Is for oteral support of indYi itlual web members only. Additional temporary bracing to Insure stoolliry during construction is the respomibllfty of the erector. Additional permanent bracing of the overall structure is the responsibility cl the bulloing designer. For general guidance regordlng fabreefirur. eunOM e-nnhd.alrxnnw_rlativarv. arwrlinnnnel hrn.Jnn .-....��r ern ner!n,...n�.. rn....i-veno --.e ,. n...,.,__ _�_____. r. 7777 Greenback Ln: 300 109 Citrus Iteyhis. Ca. 95610 Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 20 T -Brace 2x4 1 -Brace ' 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace V„aI_n- 4.i §' 'N t Nct'r~� FEB 092a7 iT -Brace / I -Brace must be same species and grade (or better,) as web member. (") NOTE: If SP webs are Used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X_ bracing material, use IND 55 for T-Brace/l Brace Aa. lr. ff:U :'c. -r;; : �.:a� r:.. v:9r/-. r:r.,i n!:.4L3 if7e? : �*h`7_` Ai Aay7 ... ,.L -:.7 ._ ...3- Cessgn vofa for use only v41n Mriek connectors. ibis design is based only upon paremerers shown. and is for on inclMduol buadirg L=ponent. Applicability of design poromenten and proper Incorporation of component Is respons.Nity of building designer -not truss designer. Bracing shown Is for oteral support of indYi itlual web members only. Additional temporary bracing to Insure stoolliry during construction is the respomibllfty of the erector. Additional permanent bracing of the overall structure is the responsibility cl the bulloing designer. For general guidance regordlng fabreefirur. eunOM e-nnhd.alrxnnw_rlativarv. arwrlinnnnel hrn.Jnn .-....��r ern ner!n,...n�.. rn....i-veno --.e ,. n...,.,__ _�_____. r. 7777 Greenback Ln: 300 109 Citrus Iteyhis. Ca. 95610 JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page I of I O 00 C= Mi Tek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. Note., Nail along entire length of L -Brace (On Two -Ply's Nall to Both Plies), I' WEB Nails Note: L -Bracing to be used when continuous lateral bracing is impractical. L-brac6 must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Wr%we. of Lateral Pr—in Nails Web Size 1 2 2x3 or 2x4 1x4 — M 1x6 M M DIRECT SUBSTITUTION NOT APLICABLE. —A SPACING L -BRACE Section Detail. e L -Brace Web —DIRECT SUBSTITUTION. NOT APLICABLE. Mi f% 7fl',ry y.)a EX.P. 12-17.1 I OF L -Brace must be same species grade (or better) as web member. Design valid to., use cn.1yMM MiTek connectors. Ints design: is toted cm.'V upon cor"wers shown. and is for =irodmduai bu:dmj) component. Applicability of design paramenter; and pfoperinCorporallon of component Is responstbully of building designer -not trusselesigner. Is for lateral support of individual web members only. Aaditionoti temporary bracing to insure stabRity owing construction 4 the respo=111tch"B" erector. Additional cenmonent biocino of -the overall structure is the r-nnindinfliN of 1hA'h,,1rfi_ A-1— 9— --1 F 1 If 7777 Greenback Ln. Suit*# 109 Virus Hoichts. Ca. 95510 L -Brace Size for Two -Ply Truss Specified Continuous Rows of1ateral Bracing Web Size 1 2 2X3 or 2x4 2x4 2x6 2x6 M M —DIRECT SUBSTITUTION. NOT APLICABLE. Mi f% 7fl',ry y.)a EX.P. 12-17.1 I OF L -Brace must be same species grade (or better) as web member. Design valid to., use cn.1yMM MiTek connectors. Ints design: is toted cm.'V upon cor"wers shown. and is for =irodmduai bu:dmj) component. Applicability of design paramenter; and pfoperinCorporallon of component Is responstbully of building designer -not trusselesigner. Is for lateral support of individual web members only. Aaditionoti temporary bracing to insure stabRity owing construction 4 the respo=111tch"B" erector. Additional cenmonent biocino of -the overall structure is the r-nnindinfliN of 1hA'h,,1rfi_ A-1— 9— --1 F 1 If 7777 Greenback Ln. Suit*# 109 Virus Hoichts. Ca. 95510 j t 0 JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE ®R Welt USA, Inc. Page 1 of I Note: Scab -Bracing to be used when continuous _1c= lateral bracing at midpoint (or T -Brace) is - LM U_JF_� impractical. Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APILICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF10d(3" X 0.131') NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPEC[ S (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM UVEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detail Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. 'trp K'g- a ;?F"To W.1 TV2; Or, -- MR '; U -N Yjr !'r7.- f 'Tgrr;lr46 4 Design valid for ase only with NTok connectors, This design is based onty Upon Potonselers shown, and is ICY on indNijuol building component. Applicability of design Paromenten and proper incorporation of component is responsibility of buldng designer - not truss designer. Bracing shown is Tor lateral support ofIncliAdual web members only. Additional temporary bracing to insure stability, during conshuction 15 the responsibillity of the erector. Additional permanent bracing at the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication. clud5ty, control, storage. defivery. erec0an antl bracing. COn9utt ANSI/TPII Quality CrIlorla, DSB-89 and BCSII Building componentSafety Information available from Truss Plate Institute, 583 D*Cnofilo OrNe. Madison, WI 53719. LI Ca 764-98 4. VAP 411-1.1"Ap x n Civil FEB 0 9 7771 so Ln. Suite# 109 Citrus Heights. Co. 98610 "lO O N J03(5) W02 - _..... ,. SYSTEMS PLUS LUMBER CO. . W°, J°' J01 Schuster Homes J 0 oz Joz 0 - - . 0417-277 A02 ? ' Chico HANGER LEGEND svueo� HANGER MANUF O JUS24 USP MSH29 I USP MiTek® MiTek.USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 0417-277 Fax 916/676-1909 Schuster Homes The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R50268816 thru R50268825 My license renewal date for the state of California is December 31, 2018. - I Q-,pFESSIpNq� Z ON 10 C 76428 Z Of 0 * EXR 12/3112018 April 13,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, ` per ANSI/TPI-1, Chapter 2. i - + Job Truss Truss Type Qty Ply Schuster Homes Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.03 L >999 240 MT20 220/195 TCDL 15.0 850268816 0417-277 A01 HIP GIRDER 2 Rep Stress Incr NO WB 0.18 Horz(CT) 0.03 H n/a n/a Max Uplift 8=-375(LC 8), H=-375(LC 9) BCDL 10.0 Code IBC2015rTP12014 Matrix -MSH Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:10 2017 Page 1 I D:crK4Dq?NA10cFu?r5AGw3TzR079-xxfYGiK7 B2mgnTTloaMl_FaS7 Wxr2DTphSypvzzR91? 3-3-4 6-0-0 10-0-0 14-0-0 16.8-12 20-0-0 21b-0 3-3-4 ' 2-8-12 4-0-0 4-0-0 2.8-12 3-3-0 1.6-0 5x6 = 4x8 = 5x6 = Scale = 1:38.1 "`� 2x4 16 4x8 = 2x4 II 4x8 = 2x4 II 3x4 — LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.03 L >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.09• L >999 180 3) Unbalanced roof live loads have been considered for this design. BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) 0.03 H n/a n/a Max Uplift 8=-375(LC 8), H=-375(LC 9) BCDL 10.0 Code IBC2015rTP12014 Matrix -MSH TOP CHORD Weight: 259 Ib FT = 20% LUMBER- BRACING - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X6 DF SS G 2-0-0 oc purlins (6-0-0 max.): D -F. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=1706/0-5-8, H=1706/0-5-8 3) Unbalanced roof live loads have been considered for this design. ` Max Hoa B=65(LC 27) MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate Max Uplift 8=-375(LC 8), H=-375(LC 9) grip DOL=1.33 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5) Provide adequate drainage to prevent water ponding. TOP CHORD B -C=-2997/648, C -D=-2994/677, D -E=2665/631, E -F=2665/631, F -G=-2994/677, 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide G -H=-2997/650 will fit between the bottom chord and any other members. BOT CHORD B -N=-569/2636, M -N=-569/2636, L -M=-665/3145, K -L=665/3145, J -K=-506/2636, 2 y 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at joint B and 375 Ib uplift at H -J=506/2636 joint H. WEBS 0-M=-114/823,E-M=643/181,E-L=0/250,E-K=-642/180,F-K=1141823 EXP. 12/31/2018 H NOTES- (12) 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply"to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. ` 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide LOESS/0&4, Oe ONIO �c tip, will fit between the bottom chord and any other members. 5�c• P�� yF 8) A plate rating reduction of 20% has been applied for the green lumber members. 2 y 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 375 Ib uplift at joint B and 375 Ib uplift at U O� m V C. 76428 joint H. Z Z ;;0 Q 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXP. 12/31/2018 H 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 Ib down and 112 Ib up at * 6-0-0, 120 Ib down and 112 Ib up at 8-0-12, 120 Ib down and 112 Ib up at 10-0-0, and 120 Ib down and 112 Ib up at 11-11-4, and 139 Ib down and 112 Ib up at 14-0-0 on top chord, and 351 Ib down and 105 Ib up at 6-0-0, 54 Ib down at 8-0-12, 54 Ib down at IV 10-0-0, and 54 Ib down at 11-11-4, and 351 Ib down and 105 Ib up at 13-11-4 on bottom chord. The design/selection of such y connection device(s) is the responsibility of others. CO) CALIF 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. April 13,2017 ®WARNING - Verify design paramators and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTelkO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 j b Truss Truss Type f, , City Ply Schuster Homes [0417-277 • Concentrated Loads (lb) 850268816 Vert: D= -120(F) F= -120(F) M=351(F) L= -34(F) E=120(F) K= -351(F) U= -120(F) V=120(F)W=-34(F) X= -34(F) A01 HIP GIRDER 2 2 S. ' f ® WARNING - verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is tot an individual building component, not Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:10 2017 Page 2 ID:crK4Dq?NA10cFu?r5AGw3TzRO79-xxfYGiK7B2mgnTTloaMl_FaS7 Wxr2DTphSypvzzR91? LOAD CASE(S), Standard " 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) " Vert: A -D=70, D -F=-70, F-1=-70, O -R=-20 Concentrated Loads (lb) Vert: D= -120(F) F= -120(F) M=351(F) L= -34(F) E=120(F) K= -351(F) U= -120(F) V=120(F)W=-34(F) X= -34(F) . i S. ' f ® WARNING - verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is tot an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing er MITER• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus HBI his CA 95610 Job Truss Truss TypeQty Pty Schuster Homes 1 3-8-12 ' 4-3-4 LOADING (psf) 850268817 0417-277 A02 HIP 2 1 I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Reference (optional) systems VIUS LUMDer co, Anderson, GA 6.110 s Apr 6 2017 Mi fek Industries, Inc. Thu Apr 13 11:03:11 2017 Page 1 I D:crK4Dq?NA10cFu?r5AGw3TzRO79-Q7CxT2LIyMuXPd2 UMHtXXT7d?wGAnhnyw6iNRPzR91_ -ib-0 4.3.4 8-0-0 12-0-0 15-8-12 20.0-0 21E-0 1�-0 4-3-4 3-8-12 4-0-0 3-8-12 4-3-0 1.6.0 6x6 = 5x6 = Scale = 1:38.1 3x4 = 2x4 II 3x4 = 4x8 = 2x4 II 3x4 _ ' 4-3-4 13-8-12 4-0-0 1 3-8-12 grip DOL=1.33 4-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.02 K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.21 Vert(CT) -0.09 J -K >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.05 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 115 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2X4 DF No.1 &Blf G 2-0-0 oc purlins (6-0-0 max.): D -E. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1005/0-5-8, G=1005/0-5-8 Max Horz B=82(LC 12) Max Uplift B=-133(LC 8), G=-133(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1524/149, C -D=-1229/126, D -E=1066/138, E -F=-1231/126, F -G=-1523/150 BOT CHORD B -L=133/1302, K -L=-133/1302, J -K=-33/1063, I -J=-52/1301, G -I=-52/1301 WEBS C -K=-284/117, D -K=-15/278, E -J=0/276, F -J=-280/120 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 Ib uplift at joint B and 133 Ib uplift at joint G. 8) Graphical purlin representation does not depict the size or the orientation of the purtin along the lop and/or bottom chord. 9) WARNING: Engineering is truss is fabricated by Systems Plus Lumber Co. 9ROFESS/0 /V,q� void unless p ONIO yF cc,LC 77FZ J C 76428 !r 0 * EX /31/2018 N s� CIVI1- _1'FOF CA0U • April 13,2017 WARNING -Ver(/y design parameters andREAD NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only wiln MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use. -rr he building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW ®k, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the yy�iT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information availatle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Ory Pry Schuster Homes LOADING (psf) SPACING- 2-0-0 - DEFL. in floc) Well Lid R50268818 0417-277 A03 COMMON 16 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.13 H-1 >999 180 Job Reference (optional) Jystems Plus LUn1Def l;o, Anderson, UA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:11 2017 Page 1 I D:crK4Dq?NA10cFu?r5AGw3TzRO79-07CxT2LIyMuXPd2UMHtXXT7cnwFAnfJyw6iN RPzRg 1 _ 5-3-4 10-0-0 14-8-12 20-0-0 21.6-0 1-6-0 5-3-4 4-8-12 4-8-12 5-3-4 1.6-0 Scale = 1:37.4 I 5x6 = D JX4 - 3X4 - 3x4 = 3x4 = I� • t 6-10-3 13-1-13 20-0.0 , 6-10-3 . 6-3-11 6-10-3 Plate Offsets (X Y)— (B:0-0-12 Edge] (F:0-0-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.04 H-1 >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.13 H-1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.04 F n/a n/a - BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 106 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1005/0-5-8, F=1005/0-5-8 Max Horz B=101(LC 8) Max Uplift B=-148(LC 8), F=148(1 -C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1492/190, C -D=-1317/198, D -E=-1317/199, E -F=1492/191 BOT CHORD B-1=178/1273, H -I=-37/872, F -H=-77/1273 WEBS D -H=88/469, E -H=-321/179, D -I=-88/469, C -I=-321/178 NOTES- (7) r 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=115mph (3 -second gust) Vasd=9lmph; TCDL=6.Opsf; ECDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint B and 148 Ib uplift at joint F. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,?,OFESSIQNgC ONIO F2 =��O cu � �z J 6 C 76428 � o EXP. 12/31120 H * �rFOF AUFO��\P April 13,2017 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/07/2015 BEFORE USE. .,� Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Brac�ng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'�®1�' is always required for stabilchi and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M1I� R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 A Job Truss Truss Type Ory Ply Homes CSI. DEFL. in (loc) I/defl L/d PLATES GRIP AlJobence 850268819 0417-277 H01 DIAGONAL HIP GIRDER 4 TCDL 15.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 E -F >999 180 BCLL 0.0 o tional Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:12 2017 Page 1 I D:crK4Dq?NA10cFu?r5AGw3TzRO79-uKmJhOMNjf001 ndgv_Om4gfm4Jdd W7168mRwyrzR90z i -2-6-0 I 4.4.9 I 84-5 2-" 4-4-9 3-11-12 Scale = 1:22.9 3x4 11 Plate Offsets (X,Y)— (B:0-0-2 Edge) 4-4-9 NOTES- (9) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.03 E -F >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.01 E n/a n/a 2 BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP J Qo C 76428 z 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Weight: 47 Ib FT = 20% LUMBER- EX /31/2018 AV BRACING - * TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 OF Stud/Std G rr ■• BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek recommends that Stabilizers and required cross bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII7PI1 quality Criteria, DSB-89 and SCSI Building Component be installed during truss erection, in accordance with Stabilizer Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, V.4 22314. Suite 109 Installation guide. REACTIONS. (Ib/size) B=571/0-7-6, E=354/Mechanical Max Horz B=154(LC 7) Max Uplift B=-190(LC 4), E=-88(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -C=-559/83 BOT CHORD B -F=-117/436, E -F=-117/436 WEBS C -E=-476/134 NOTES- (9) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint B and 88 Ib uplift at joint E. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 Ib down and 15 Ib up at FESS/p Nq4 2-9-8, 81 Ib down and 15 Ib up at 2-9-8, and 56 Ib down and 60 Ib up at 5-7-7, and 56 Ib down and 60 lb up at 5-7-7 on top chord, 8 Q(i0 O �i ON10 and Ib down and 5 Ib up at 2-9-8, 8 Ib down and 5 Ib up at 2-9-8, and 16 Ib down at 5-7-7, and 16 Ib down at 5-7-7 on bottom 2 chord. The design/selection of such connection device(s) is the responsibility of others. t� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). J Qo C 76428 z 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. cc EX /31/2018 AV LOAD CASE(S) Standard * 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) S CIVIL r�rFOFCAUF Vert: A -D=-70, E -G=-20 April 13,2017 WARNING - Ver(/y dasfAn parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERENCE PAGE Ml1-7477 rev. 10/03/2015 BEFORE USE. rr ■• Design valid for use only with MiTek® connectors. This tlesign is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII7PI1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, V.4 22314. Suite 109 z Systems Plus Lumber Co. Anderson, CA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:12 2017 Page 2 I D:crK4Dq?NA10cFu?r5AGw3TzRO79-uKmJhOM Njf001 ndgv_Om4gfm4Jdd W7168mRwyrzR90z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: K= -18(F=-9, B=-9) L=11(F=5, B=5) M= -3(F=-2, B=-2) 1 r 4 ® r WARNING - Verify design parm aeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE. Design valid for use.only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ra�• a truss system. Before use, the, building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - iViiTe k, I s always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his, CA 95610 'r Job Truss Truss Type_ Ory Ply Schuster Homes ' 850268819 0417-277 H01 DIAGONAL HIP GIRDER 4 1 � Job Reference optional) t Job Truss Truss Type Qty Ply Schuster Homes (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL R50268820 0417-277 J01 JACK -OPEN 8 1 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 G >999 180 Job Reference (optional) ayslems rtus LumoerUO, Anaerson, GA A t1.11U s Apr b ZU1 I Mu ek Inausines, Inc. I nu Apr 13 11:03:13 2017 Page 1 ID:crK4Dq?NAI OcFu?r5AGw3TzRO79-M WKhukM?Uz8FexCsTiv?cuCzhj?oFc2FNQBTVIzR90y .1-6-0 1-10-15 1-6-0 1-10.15 C Scale= 1:11.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.04 Veri(LL) -0.00 G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.00 G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015TrPI2014 Matrix -MP Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD 2X4 OF No. IBBtf G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) C=35/Mechanical, B=232/0-5-8, D=9/Mechanical Max Horz B=65(LC 8) Max Uplift C=-19(LC 8), B=55(LC 8) Max Grav C=35(LC 1), B=232(LC 1), D=24(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 Ib uplift at joint C and 55 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,g)FESS/oAt 0 N 10 _, 6 C 76428 z Of 0 * any EXP. 12/31/2018 Ar April 13,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111•7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall ��t //�� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lw'yt iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPI1 Quality Criteria, DS849 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA. 22314. Suite 109 Job Truss Truss Type Qty Pty Schuster Homes (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL R50268821 0417-277 J02 JACK -OPEN 8 1 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.02 D -G >999 180 Job Reference (optional). Systems Plus Lumber Co, Anderson, CA 8.110 s Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:13 2017 Page i ID:crK4Dq?NAI OcFu?r5AGw3TzRO79-M WKhukM?Uz8FexCsTiv?cuCzVj?zFc2FNOBTVIzR90y -1-"3-10-15 11-0 -- 3-10-15 Scale = 1:16.5 C A LOADING (ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.02 D -G >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MP Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2X4 OF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=119/Mechanical, B=299/0-5-8, D=34/Mechanical Max Hoa B=105(LC 8) Max Uplift C=-59(LC 8), B=-53(LC 8) Max Grav C=119(LC 1), B=299(LC 1), D=59(LC 3) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 Ib uplift at joint C and 53 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS/OAI ,•` ON10 J CO-) C 76428 z v * any E XP.17,/3112018 ti ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only whh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPIt Quality Criteria, DS6-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. OF CAUL April 13,2017 t MiT®k' 7777 Greenback Lane Suite 109 Job Truss Truss TypeQty 2-0-0 Ply Schuster Homes (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL R50268822 0417-277 J03 JACK-OPEN c +r --, 10 i Lumber DOL 1.15 BC 0.17 Vert(CT) -0.10 D -G >729 180 Job Reference o tional Systems Plus LUMDer GO, Anderson, GA 6.l iU s Apr b 1u1 / MI I ex maustnes, Inc. I nu Apr iJ I I:UJ:14 zui i Nage i I D:crK4Dq?NA10cFu?r5AGw3TzRO79-giu353NdFHG6G4n31 PQE9515b7JS_3HPo4w11 kzR90x t b-0 6-0-0 1 R11 A -nn A C 3x4 = Scale = 1:21.5 LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 ' Vert(LL) -0.03 D -G >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.10 D -G >729 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 B n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MP Weight: 26 lb FT = 20% LUMBER- ` BRACING - TOP CHORD 2X6 OF SS G + TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.t&Btr G BOT CHORD , Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=198/Mechanical, B=385/0.5-8, D=56/Mechanical Max Horz B=147(LC 8) Max Uplift C=-97(LC 8), B=-57(LC 8) Max Grav C=198(LC 1), B=385(LC 1), D=95(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-. (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 Ib uplift at joint C and 57 Ib uplift at joint B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9�LpFESS1pNq� (ONIO C 76428 �z � o * dry ;X�1�I3112018 t3j CIVIL 9TFOF CALF April 13,2017 MiTek' 7777 Greenback Lane Job Truss Truss Type Qty PlySchuster Homes PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.15 TC 0.01 R50268823 0417-277 LAY01 GABLE � 2 1 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) systems rtus Lumoer Lo, Anaerson, GA ti.1IU s Apr b LUl I Mt I ex Inoustnes, Inc. I nu Apr 13 11:D3:14 ZU17 Page 1 I D:crK4Dq?NA10cFu?r5AGw3TzRO79-giu353NdFHG6G4n31 POE9517v7Lv_3SPc4w11 kzR90x 3-11-0 7-9-15 3-11-0 3-11-0 4x4 = , Scale a 1:28.4 D 3x4 K J I H 3x4 \\ ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL • 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 G n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -P Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD , 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-9-15. (lb) - Max Horz A=-105(LC 4) Max Uplift All uplift 100 Ib or less at joints) A J I except H=120(LC 9l K=-11711 r.R1 Max Grav All reactions 250 Ib or less at joint(s) A, G. J. i, H, K FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) A, J, I except 0=1b) H=120, K=117. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VT 22314. 99'pFESSIO& ONIO 6��.�,c2 c, C 76428 z a o * � EXP. 1P3112018 ^1 OF CALM April 13,2017 �e MiT®k' 7777 Greenback Lane Job Truss Truss Type Qty PlySchuster Homes (loc) I/dell ' TCLL 20.0 Plate Grip DOL R50268824 0417-277 W01 Rafter 4 1 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(CT) Job Reference o tional JyStems NIUS Lumber t:0, Anderson, LA 2-0-7 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD AS SHOWN. tl.l'lu s Apr ti zUl I MI I eK Industries, Inc. I nu Apr 13 11:u3:1b zUl / Nage 1 ID:crK4Dq?NA10cFu?r5AGw3TzRO79-IvSRJPOFOaOzuEMFb7xThJHIdXhOj WXYgjgaZAzR90w B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00' A >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD BOT CHORD REACTIONS. (Ib/size) A=61/0-3-8, B=61/0-3-8 Max Horz A=36(LC 8) Max Uplift A=-16(LC 8), B=-34(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:9.6 PLATES GRIP Weight: 5 Ib FT = 20% Structural wood sheathing directly applied or 2-0-7 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. s NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) A considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A,B. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. e Q�OF ESS10Nq( P�(ONIO e v C 76428 77Z 30 30 v * EXi.� 13112018 OF CAVI April 13,2017 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. m Design valid for use ony with MiTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecticn and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 citrus Heights, CA 95 Job Truss Truss Type Ory PlySchuster Homes R50268825 0417-277 W02 Rafter 4 1 Job Reference (optional) Systems flus Lumber co, Anderson, GA 8.110 S Apr 6 2017 MiTek Industries, Inc. Thu Apr 13 11:03:15 2017 Page 1 ID:crK4Dq?NA10cFu?r5AGw3TzRO79-IvSRJPOFOaOzuEMFb7xThJHIgXhOj WXYgjgaZAzR90w 1-10-3 2)2-0-7 j 1-10-3 0-2-4 THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0" OF UNIFORM LOAD ASS IOWN. 2-0-7 2-0-7 Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) -0.00 A >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B , n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -MP Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) A=52/0-3.8, B=80/0-3.8 Max Horz A=38(LC 8) Max Uplift A=-10(LC 8), B=-42(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Bearing at joint(s) A considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' 1 - Q'OF ESS/Oyyg4 ONIO h�Fyc r° C 76428 �z m o * EXP. 1 /31/2018 rn S� CIV11- 9�FOF CAL. April 13,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �//J�ITB K, fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite fog Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 4 offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both Sides of truss and fully embed teeth. U —�15 r r For 4 x 2 Orientation, locate (Numbering System dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS c1-2 c2-3 4 0 ;XZc� O m �y,w p U = O 6 d�° C=J ® General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x -bracing, 9 g, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and p c7 -e C6-7 C5-64. 1— plates 0- 'lid' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from .CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 software or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC -ES Reports The first dimension is the plate _ _ 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 , camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that y Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. ' Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. - Min size shown is for crushing only. �_� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone n Standard for Bracing.isnot DSB-89: Design �II1 � sufficient. _ BCSI: Building Component Safety Information, ik 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015