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HomeMy WebLinkAboutBB20 00408 PERMIT CENTER RESIDENTIAL Building Permit Application Department of Community Development * 345 - 6th Street, Suite 600 * Bremerton * WA * 98337-1873 (360)473-5275 * Fax (360) 473-5278 * www.ci.bremerton.wa.us Applicant:OwnerContractorAuthorized Agent 4780 Deadwood St, Bremerton, WA 98312 Site Address: _________________________________________________________________ To apply for a property address, contact Public Works at (360) 473-5270 CONTRACTOROWNER LGI Homes Washington LLCLGI Homes Name:Name: 1450 Lake Robbins Drive Suite 430same Address:Address: The Woodlands TX, 77380same City, State, Zip:City, State, Zip: LGIHOHL857MBsame License # & Exp. Date:Phone #:( ) Bremerton Business License:Authorized Agent Name: Nick Marciano Contact Name:Address: 253 632.0015 Contact Phone #:( )City, State, Zip: nick.marciano@lgihomes.com Email address:Phone #: ( ) Tax ID/Parcel #:Email address: SewerSeptic What is the application for? (Please check) New Construction Alteration Addition NEW SINGLE-FAMILY RESIDENCE RESIDENTIAL REBUILD NEW DUPLEX RESIDENTIAL ADDITION NEW MANUFACTURED HOME RESIDENTIAL REPAIR or ALTERATION NEW GARAGE/CARPORT NEW ACCESSORY BUILDING OTHER: _________________________ DEMOLITION ______sf Interior ______sf Exterior** ______sf Foundation Wall** ______sf Roof / Section** ** Separate demolition permit and fees required. Contact Public Works for sewer cap permit (473-5270). Sewer must be capped prior to demolition permit issuance. IS THIS PROPERTY WITHIN 200 FEET OF A SHORELINE? YES NO New construction of a Hawthorn/1843 floor plan (single-family home). Scope of work proposed: 765 Square Footage:1st FloorBasement Building: 2nd Floor 1078 Other 27 1st Floor Deck(s) Covered Garage: 390 2nd Floor Deck(s) Uncovered Valuation Plan Review FeePermit Fee Total Fees Surcharge Tech Fee Application for which no permit is issued within 180 days following the date of application shall expire by limitation, and plans and other data submitted for review may thereafter be returned to the applicant or destroyed by the building official. The building official may extend the time for action by the applicant for a period not exceeding 180 days on request by the applicant, showing that circumstances beyond the control of the applicant have prevented action from being taken. No applicant shall be extended more than once. In order to renew action on an application after expiration, the applicant shall resubmit plans and pay a new plan review fee. Nick Marciano Applicant's Signature Nick Marciano4/13/2020 Print NameDate (Continued on back) Rev. June 2016 RESIDENTIAL SITE PLAN QUESTIONNAIRE 4780 Deadwood St, Bremerton, WA 98312 1.Site Address:__________________________________________________________________ 2. Are any areas being developed on the site within 200 feet of the shoreline? Yes / No NOTE: If yes, please fill out a Shoreline Permit Submittal Checklist (WAC 173-27-180) CRITICAL AREA CHECKLIST: 3.Slope is calculated by dividing the vertical Check all that apply to the site and areas within 200 feet of the distance by the horizontal distance and then site. multiplying the result by 100. Example: _______ Flat: less than 5-feet elevation change over entire site. _______ Rolling: slopes on site generally less than 15%. Vertical _______ Hilly: slopes present on site of more than 15% and Distance = 20’ less than 30%. _______ Steep: grades of greater than 30% present on site. Horizontal Distance = 100’ _______ Other (please describe): _______________________ Vertical 20 feet _____________________________________________________________________ Horizontal 100 feet = .2 X 100 = 20% slope 4.Does the site or properties within 200 feet of the site contain areas of standing water, creek or an area where water flows across the ground surface? Yes / No 5. Is there an apparent wetland present on the site or on properties within 200 feet of the site? Yes / No RESIDENTIAL DEVELOPMENT WORKSHEET: 6.What is the amount of grading proposed (in cubic yards), not including foundation area? Less than 50 cubic yards Fill amount__________ Cut amount______________ Total grading________________ NOTE: Grading over 50 cubic yards requires a separate permit. Will the grading material be imported or exported? Yes / No *Export as needed 7.Please provide the following information. The setbacks are measured from the finished exterior wall of a structure to the lot line, not from the foundation. Accurately represent your setbacks on site plan. DESCRIPTIONPROPOSED 18'*Use this as the second front yard setback Front yard setback for corner lots and through lots. 5 Rear yard setback* 5 Side yard setback **Development Coverage is defined as 5 Side yard setback that portion of a lot covered by impervious 25' Maximum height surface areas of all structures, and 41% Development coverage** impervious paved areas, such as Number of off-street driveways and walkways. 2 parking spaces Residential Questionnaire Revision: October 2008 42'-0" 18'-0"20'-0"4'-0" 2'-2 1/2" 2'-8"6'-4"6'-4"2'-8"3'-0" SLOPE 2 1/2" SLOPE 17'-9 1/2"17'-8 1/2"6"5'-10 1/4" 1 3/4" 36'-0"6'-0" 42'-0" TRUSS H2.5A EVERY OR 2x8 (2) 2x6 REQUIRED NO H2.5A REQUIRED NO H2.5A OR 2x8 (2) 2x6 TRUSS H2.5A EVERY REQUIRED NO H2.5A OR 2x6OR 2x6 OR 2x8 (2) 2x4(2) 2x4 (2) 2x6 TRUSS H2.5A EVERY AT 19.2" O.C. 2x10 JOISTS START LAYOUT HERE 4x10 CONTINUOUS 4x10 CONTINUOUS 17'-10"8'-7"9'-7" CLR 3" PLAN FOUNDATION SEE 6" MIN. 1'-2"1'-2" MIN. 6" MIN. 6" MIN. 6" CLR 3" 8" MIN. PLAN SEE FOUNDATION 4'-6" MAX. 4'-0" MAX HEIGHT (RH) RETAINED . 3"3" CLR. PLAN SEE FDN 3" 6" MIN.FOR MINIMUM DEPTH SEE FOUNDATION PLAN 3'-6" MAXIMUM 3'-6" MAXIMUM WINDOW HEIGHT PER PLAN PLATE HEIGHT PER PLAN 6"6" 22" MAXIMUM 16" MINIMUM 24" MAXIMUM 18" MINIMUM 6"6" STRUCTURAL PLAN S1.1 1803302: N/AN/A 2500 psi3000 psi 1500 PSF. PRESUMPTIVE ALL OTHER SLABS = BASEMENT SLABS = 2500 psi3000 psi SOILS INFORMATION FOOTINGS =WALLS = CONV. FOUNDATION INFORMATION ALL EXCAVATION, FILL, COMPACTION AND SOIL RELATED OPERATIONS SHALL BE PERFORMED ACCORDING TOGEOTECHNICAL REPORT RECOMMENDATIONS. ALL WALLS ARE DESIGNED USING 2500 PSI STRENGTH CONCRETEAND DO NOT REQUIRE SPECIAL INSPECTIONS. A 3000 PSIWEATHERING REQUIREMENTS. ALLOWABLE BEARING PRESSURESTRENGTH AT 28 DAYS:CONCRETE IS ONLY SPECIFIED WHERE IT IS REQUIRED TO MEET GEOTECHNICAL REPORT BYGEOTECHNICAL REPORT #GEOTECHNICAL REPORT DATE MAX LANDING WIDTH 7'-0" SDSD 305621 (2) 2x10 4x4 POST FLUSH HUC210-2ZHUC210-2Z CONCRETE LANDING PAD AT GRADE MAX WIDTH 3'-3" TYP. 4'-0" DEPTH(2) 2x10LUS28Z(2) 2x10 2x10 AT 16" O.C. TYP. LUS28Z HUC210-2Z HUC210-2Z 4x4 POST UP MAX LANDING (2) 2x10 FLUSH ROUND FOOTING 18" DIA. x 8" DEEP TYP. AT EACH POST SDSD 305 371.1 4x4 POST4x4 POST 4x4 POST MAX WIDTH PLAIN CONCRETE ALLOWED 3'-3" 1'-0" 14 MAX RISERS 14 MAXRISERS 14 MAX RISERS FOR SINGLE RUN RISERS PER GRADE STAIRS - NUMBER OF RISERS PER GRADE RISERS PER GRADESD 325STAIRS - NUMBER OF STAIRS - NUMBER OF 4x4 POST - MAX 10' TALL6x6 POST - MAX 18' TALL HUC210-2Z 2x10 LEDGER W/ (3) 1/4"x4 1/2"SDS SCREWS AT 24" O.C. OR AT EVERY STUD 24" DIA. x 8" DEEP ROUND FOOTING UP (2) 2x10 1'-4" MAX WIDTH SDSD 371.1371.1 3'-3" TYP. 4x8 2x10 AT 16" O.C. LUS28Z DROPPED SD 331 SDSD PAD AT GRADE 621 304.2 CONCRETE LANDING 1'-4" SDSD 125601 (2) 2x10 TYP.TYP. FOR INFORMATION NOT SHOWN SEE DECK FRAMING PLAN ABOVE SD 325 HUC210-2Z ROUND FOOTING 18" DIA. x 8" DEEP 4x4 POST - MAX 10' TALL6x6 POST - MAX 18' TALL 1'-0"TYP. AT EACH POST U.N.O. PLAIN CONCRETE ALLOWED NOTE:EXTERIOR, EXPOSED WOOD SHALL BEPRESSURE TREATED OR NATURALLYDURABLE WOOD STRUCTURAL DETAILS SD 1803302: LONG STRAP CS20x12"POST - SEEFRAMING PLAN NOT TO SCALE NOT TO SCALE NOT TO SCALE POST - SEEFRAMING PLANALT. STRAP LOCATION CONCEALED FLANGEHANGER - SEEFRAMING PLAN SECTION B-B SECTION B-B DTT2Z TENSION TIE (16) 0.131" x 2 1/2" NAILS FROM FLOORSHEATHING TO BLOCKING FULL HEIGHT WALL/COLUMN PRE-MANUFACTURED FULL DEPTH TRUSSBLOCKING FOR 4'-0". FASTEN 2x8 NAILER W/BLOCKING. NAILER SHALL BE LOCATED INTHE SAME VERTICAL PLANE AS OPPOSING 2xDECK JOIST - SEE FRAMING PLAN FOR SIZEAND LOCATION (10) 0.131" x 3" NAILS TO WEBS OF FULL DEPTH (1) 2x4 MIN. CS20x12"SECTION A-A CS20x12" POST - SEE SECTION A-A POST - SEE LONG STRAP CONDITION 3 CONDITION 4 LONG STRAP 0.131" x 3" TOENAILS FRAMING PLAN FRAMING PLAN 0.131" x 3" TOENAILS 0.131" x 3" TOENAILS ATTACH 2x4 TO FULL FULL HEIGHT FRAMING - CONDITION B PERPENDICULAR SUPPORT CONDITION ATTACH RAIL CAP TO FULLHEIGHT FRAMING WITH (3) ATTACH NAILER TO FULL HEIGHT FRAMING WITH (3) HEIGHT FRAMING WITH (3) RIM JOIST FULL HEIGHT WALL/COLUMN PLAN BEAM - SEEFRAMING PLANH2.5A AT INSIDE OFBEAM TO POSTBEAM - SEEFRAMING PLAN 2x DECK JOIST BEAM - SEEFRAMING PLANCS20x12" LONGSTRAP AT INSIDEBEAM - SEEFRAMING PLANALT. STRAP LOCATION OF BEAM TO POST PLAN B B - SEE FRAMING PLAN FOR SIZE & LOCATION AA JOIST AT EACH END OF DECK.LEDGER - SEE FRAMING PLAN BAA B CONNECT TENSION TIES W/ 1/2" PROPERLY SIZED NUT EACH END SIMPSON DTT2Z TENSION TIES TO DIAMETER ALL THREAD ROD AND BOTTOM LOCATIONS WHEN LTT20B IS USED SIMPSON LTT20B MAY BE USED ILO FLUSH BEAM HANGER - SEE H2.5A AT INSIDE OFBEAM TO POSTPOST - SEEFRAMING PLAN FRAMING PLAN DROPPED BEAM DTT2Z. USE DOUBLE MEMBERS AT ALL BOLT LOCATION SIDE VIEW AT FLUSH BEAMGUARD POST ATTACHMENT TOP AND BOTTOM DTT2Z OR HTT5 AT LOCATION TOP AND SIDE VIEW AT DROPPED BEAMGUARD POST ATTACHMENT POST - SEEFRAMING PLAN CS20x12" LONG STRAPON EACH SIDE OF BEAM GUARD POST LOCATION DTT2Z OR HTT5 AT BOLTLOCATE JOIST AT EVERY W/ (4) 0.131" x 3" TOENAILS SECTION B-B POST LOCATION - ATTACH ATTACH JOIST TO RIM JOIST WITH (3) 0.131" x 3" TOENAILS 2x BLOCK BETWEEN JOISTS AT BLOCK TO JOISTS AT EACH END STRAP ALTERNATE MINIMUM 4'-0" LONG 2x10 NAILER W/TOP CHORD AND WEBS. NAILERVERTICAL PLANE AS OPPOSING 2xDECK JOIST - SEE FRAMING PLAN FORLOCATION (16) 0.131" x 2 1/2" NAILS FROMFLOOR SHEATHING TO TRUSS(16) 0.131" x 3" NAILS FROM NAILER TOSHALL BE LOCATED IN THE SAME DOUBLEJOIST CS20x12" SECTION A-A POST - SEE LONG STRAP CONDITION 1 CONDITION A PARALLEL FRAMING PLAN POST - SEE FRAMING PLAN CS20 STRAP AT BEAM TO BEAMCONNECTION EACH W/ (10) 0.131" x 2 1/2" NAILS -NOT REQUIRED WHEN BEAM IS CONTINUOUSCS20x12" LONG STRAP ONEACH SIDE OF BEAM ORPER POST ON EACH SIDE CONDITION 2 (1) AC POST CAP SIZED BOTTOM RIM JOIST BB 2x DECK JOIST GUARD POST ATTACHMENT SIDE VIEW AT PARALLEL JOIST LOCATION TOP AND POST CAP (2) A35 FROM - SEE FRAMING PLAN AA PLAN FOR SIZE & LOCATION (6) 0.131" x 3" NAILS FROM DTT2Z OR HTT5 AT BOLT DOUBLE JOIST BLOCK TO JOIST LOCATION FOR (1) JOIST BAY FULL DEPTH BLOCK AT POST GUARD POST DECKING TO DOUBLE JOIST DECK ATTACHMENT FOR LATERAL SUPPORT1500# PRESCRIPTIVEBEAM AT POST CONNECTION JOIST AT EACH END OF DECK. LEDGER - SEE FRAMING PLAN FRAMING PLAN CONNECT TENSION TIES W/ 1/2"BEAM TO BEAM BEAM - SEE PROPERLY SIZED NUT EACH END SIMPSON DTT2Z TENSION TIES TO CONTINUOUS OR DIAMETER ALL THREAD ROD AND SUPPORT CONDITION CONNECTION - SEE FRAMING PLAN 325601 LVLLVLLVLLVLLVL SIZE STRINGER 1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8" MATERIAL AND 2X12 HEMFIR #22X12 HEMFIR #22X12 HEMFIR #22X12 HEMFIR #2 543214321 NOT TO SCALE SCALE: 3/4" = 1'-0" NUMBER OFSTRINGERS (4) 0.131" x 3" END NAILS ORTOE NAILS FROM RAIL TO POST4x4 OR 6x6 POST SPACEDPER CHART AT RIGHTNOTCH IN GUARD POSTAT DOUBLE MEMBER -3/4" (*1/2" @ 42") MAX. AT4x4 POST2" MAX. AT 6x6 POST1/2" DIA. THROUGH BOLTFROM 4x TO FRAMINGMEMBER. USE 2" (*2.25" @ 42")DIA. WASHERS MIN. 986 11 1715141210 FRAMING MEMBER -SEE RIGHT FORSPECIFIC CONDITIONS BETWEEN OF RISERSSUPPORTS MAX NUMBER CENTER STRINGERS ARCHITECTURAL SPECIFICATIONSJOIST - SEE FRAMING PLANTRUSS TO PLATE FULL DEPTH 2x BLOCKINGOPEN 2x DECKING OR FLOORSHEATHING WITH COVERING PERH2.5 OR H2.5A AT EACH SUPPORT WHEN STRINGER BEARS ON WALL 3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6" STAIRS MAX WIDTH OF *CRIPPLE WALLS UNDER STRINGER MAY BE COUNTED AS GUARD POST - SIDE VIEW LVLLVL SIZE STRINGER NOTE: POST MAY BE SET ONINSIDE OF FRAMING MEMBER- ALL OTHER CONNECTIONSREMAIN THE SAME 1 3/4" X 11 7/8"1 3/4" X 11 7/8" MATERIAL AND 2X12 HEMFIR #22X12 HEMFIR #2 AND QUANTITY* SIDE STRINGERS - SEECHART FOR MATERIAL PER PLAN 2121 NUMBER OFSTRINGERS 11 181413 STRINGER SIDE STRINGERS MAXIMUM SPAN MAX NUMBER 6'-0"6'-11"11'-2" OF RISERS PER REFER TO MFR FORREQUIRED SPACING BETWEEN SUPPORTS DECK FRAMING 2x42x6 - FOR ALL OTHER STRINGERS, SEE CHART BELOW AT 5 1/2" MAX. 3'-6"3'-6"3'-6"3'-6"GUARDRAIL STAIRS DECK BELOW AT SPANS < 6'-0" MATERIAL & DEPTH DECK FRAMING BOTTOM INTO JOIST MAX WIDTH OF BOARD STRINGERS ARE ATTACHED TO WALL STUDS AS SHOWN ON (1) 10d NAIL TOP AND SIDE VIEW OR BEAR ON AN INTERIOR BEARING WALL BELOW 2x2 EXTENDED TO *SINGLE 2x12 MAY BE USED AT SIDE STRINGERS WHERE SIDE(2) 0.131" x 3" NAILS PLAN VIEW 2x2 MIN. BALUSTER 2x6 NOT REQUIRED RAIL CAP CANTILEVERED JOIST AT BEAM GUARDRAIL 2x6 TO 2x4 AT 12" O.C. RBC AT BLOCK TO BEAM CAP TO 2x4 AT 12" O.C.AT TOP AND BOTTOM 0.131" x 3" NAILS FROM (3) 10d TOENAILS, LS70 OR FROM 2x2 TO FRAMING RIM BOARD - MATCH JOIST NO RAIL CAP 2x6 MIN. AT NO RAIL CAP * CONTINUOUS RAIL CAP 2x2 END RAISED OFF DECK CONTINUOUS 2x4 NAILER- 0.131" x 3" NAILS FROM RAILMANUFACTURED 621 FROM SUPPORT TO SUPPORT AND QUANTITY* NOT TO SCALE CENTER STRINGERS - AT 16" O.C. TO JOISTS OR (3) 0.131" x 3" PER STUD(AS OCCURS)(2) 0.131" x 3" TOE NAILSOR (1) A35 AT EACH END2x4 BLOCKING BETWEENSTRINGERS W/ (2) 0.131" x 3"BLOCKING BELOW. ATCONCRETE SLAB BELOW:2x4 PRESSURE TREATEDBLOCKING W/ PINS AT 6"O.C., STAGGERED FOR OUTER STRINGERS SEE CHART FOR MATERIAL NOT TO SCALE FINAL GRADE MAB15 - SEE NOTE BELOW FORALLOWABLE ALTERNATES CONCRETE FOOTING - SEEFOUNDATION PLAN FOR SIZE REINFORCEMENT - ONLYREQUIRED WHERE SPECIFIEDON FOUNDATION PLAN. SEEFOUNDATION PLAN FOR SIZEAND SPACING. (3) 0.131" x 3" PER STUDFOR OUTER STRINGERS(AS OCCURS) ACROSS FULL WIDTH OF STAIR - OR CS20 3/4" STRINGER PLATE ATTACHED TOFLOOR FRAMING W/ 0.131" x 3"AT 6" O.C.STRAP AT EACH STRINGER - (14) 0.131" x3" NAILS TO STRINGER AND (14) 0.131" x3" NAILS TO FRAMING ABOVE STRINGER AT BASE SIDE VIEW NOTE: ISOLATE POST FROM CONCRETE 5 1/8" MIN. THROAT AT 2x125 3/4" MIN. THROAT AT 11 7/8" LSL FOR DIMENSIONS SEE FOUNDATION PLAN PLAN FOR MATERIAL REQUIREMENTS COVERING PER BUILT-UP OR (1) 1/4" x 4 1/2" SDS FRAMING PLAN STRINGER - SEE CHART SOLID WOOD POST SCREW AT 24" O.C. MAX. - SEE FRAMING PLAN LEDGER SIZE AND FASTENER FLOOR FRAMING - SEE HANGER - SEE FRAMING PLAN SIZE - SEE FRAMING PLAN FOR (8) 0.131" x 3" SIDE VIEWSTRINGER AT 2ND FLOOR 2x CONTINUOUS WOOD LEDGER STAIR FRAMING RAFTER/JOIST TO LEDGER AT PERP. POST BASE CONNECTION PER STRINGER OPEN STRINGER FLOOR TRUSS AT WALL ISOLATED FROM CONCRETE PRESERVATIVE TREATED OR ARCHITECTURAL SPECIFICATIONS MINIMUM DEPTH TO MATCH RAFTER 2x RAFTERS/ JOISTS - SEE FRAMING NOTE:MAB15 MAY BE SUBSTITUTED WITH:-POST- SET ABE OR ABU (SIZE PER POST)W/ 1/2" OR 5/8" DIA x 4" LONG CONCRETESCREW (SIZE PER POST BASE) OR-(2) A34 OR (2) A35 ATTACHED TO CONCRETEWITH POWDER ACTUATED PINS NOTE:FOR STAIR SIZES NOT SPECIFIED,INCLUDING RADIUS STAIRS, STAIRMANUFACTURER SHALL PROVIDEENGINEERING.NOTE:DO NOT OVERCUT STRINGERS 125 NOTE:SEE ARCHITECTURAL DRAWINGS FORSTAIR DIMENSIONS AND FINISHES NOTE: SEE DETAIL 301 FOR 331 INFORMATION NOT SHOWN 371.1 42'-0" 18'-0"20'-0"4'-0" 2'-2 1/2" 2'-8"6'-4"6'-4"2'-8"3'-0" SLOPE 2 1/2" SLOPE 17'-9 1/2"17'-8 1/2"6"5'-10 1/4" 1 3/4" 36'-0"6'-0" 42'-0" TRUSS H2.5A EVERY OR 2x8 (2) 2x6 REQUIRED NO H2.5A REQUIRED NO H2.5A OR 2x8 (2) 2x6 TRUSS H2.5A EVERY REQUIRED NO H2.5A OR 2x6OR 2x6 OR 2x8 (2) 2x4(2) 2x4 (2) 2x6 TRUSS H2.5A EVERY AT 19.2" O.C. 2x10 JOISTS START LAYOUT HERE 4x10 CONTINUOUS 4x10 CONTINUOUS 17'-10"8'-7"9'-7" CLR 3" PLAN FOUNDATION SEE 6" MIN. 1'-2"1'-2" MIN. 6" MIN. 6" MIN. 6" CLR 3" 8" MIN. PLAN SEE FOUNDATION 4'-6" MAX. 4'-0" MAX HEIGHT (RH) RETAINED . 3"3" CLR. PLAN SEE FDN 3" 6" MIN.FOR MINIMUM DEPTH SEE FOUNDATION PLAN 3'-6" MAXIMUM 3'-6" MAXIMUM WINDOW HEIGHT PER PLAN PLATE HEIGHT PER PLAN 6"6" 22" MAXIMUM 16" MINIMUM 24" MAXIMUM 18" MINIMUM 6"6" STRUCTURAL PLAN S1.1 1803302: N/AN/A 2500 psi3000 psi 1500 PSF. PRESUMPTIVE ALL OTHER SLABS = BASEMENT SLABS = 2500 psi3000 psi SOILS INFORMATION FOOTINGS =WALLS = CONV. FOUNDATION INFORMATION ALL EXCAVATION, FILL, COMPACTION AND SOIL RELATED OPERATIONS SHALL BE PERFORMED ACCORDING TOGEOTECHNICAL REPORT RECOMMENDATIONS. ALL WALLS ARE DESIGNED USING 2500 PSI STRENGTH CONCRETEAND DO NOT REQUIRE SPECIAL INSPECTIONS. A 3000 PSIWEATHERING REQUIREMENTS. ALLOWABLE BEARING PRESSURESTRENGTH AT 28 DAYS:CONCRETE IS ONLY SPECIFIED WHERE IT IS REQUIRED TO MEET GEOTECHNICAL REPORT BYGEOTECHNICAL REPORT #GEOTECHNICAL REPORT DATE MAX LANDING WIDTH 7'-0" SDSD 305621 (2) 2x10 4x4 POST FLUSH HUC210-2ZHUC210-2Z CONCRETE LANDING PAD AT GRADE MAX WIDTH 3'-3" TYP. 4'-0" DEPTH(2) 2x10LUS28Z(2) 2x10 2x10 AT 16" O.C. TYP. LUS28Z HUC210-2Z HUC210-2Z 4x4 POST UP MAX LANDING (2) 2x10 FLUSH ROUND FOOTING 18" DIA. x 8" DEEP TYP. AT EACH POST SDSD 305 371.1 4x4 POST4x4 POST 4x4 POST MAX WIDTH PLAIN CONCRETE ALLOWED 3'-3" 1'-0" 14 MAX RISERS 14 MAXRISERS 14 MAX RISERS FOR SINGLE RUN RISERS PER GRADE STAIRS - NUMBER OF RISERS PER GRADE RISERS PER GRADESD 325STAIRS - NUMBER OF STAIRS - NUMBER OF 4x4 POST - MAX 10' TALL6x6 POST - MAX 18' TALL HUC210-2Z 2x10 LEDGER W/ (3) 1/4"x4 1/2"SDS SCREWS AT 24" O.C. OR AT EVERY STUD 24" DIA. x 8" DEEP ROUND FOOTING UP (2) 2x10 1'-4" MAX WIDTH SDSD 371.1371.1 3'-3" TYP. 4x8 2x10 AT 16" O.C. LUS28Z DROPPED SD 331 SDSD PAD AT GRADE 621 304.2 CONCRETE LANDING 1'-4" SDSD 125601 (2) 2x10 TYP.TYP. FOR INFORMATION NOT SHOWN SEE DECK FRAMING PLAN ABOVE SD 325 HUC210-2Z ROUND FOOTING 18" DIA. x 8" DEEP 4x4 POST - MAX 10' TALL6x6 POST - MAX 18' TALL 1'-0"TYP. AT EACH POST U.N.O. PLAIN CONCRETE ALLOWED NOTE:EXTERIOR, EXPOSED WOOD SHALL BEPRESSURE TREATED OR NATURALLYDURABLE WOOD STRUCTURAL DETAILS SD 1803302: LONG STRAP CS20x12"POST - SEEFRAMING PLAN NOT TO SCALE NOT TO SCALE NOT TO SCALE POST - SEEFRAMING PLANALT. STRAP LOCATION CONCEALED FLANGEHANGER - SEEFRAMING PLAN SECTION B-B SECTION B-B DTT2Z TENSION TIE (16) 0.131" x 2 1/2" NAILS FROM FLOORSHEATHING TO BLOCKING FULL HEIGHT WALL/COLUMN PRE-MANUFACTURED FULL DEPTH TRUSSBLOCKING FOR 4'-0". FASTEN 2x8 NAILER W/BLOCKING. NAILER SHALL BE LOCATED INTHE SAME VERTICAL PLANE AS OPPOSING 2xDECK JOIST - SEE FRAMING PLAN FOR SIZEAND LOCATION (10) 0.131" x 3" NAILS TO WEBS OF FULL DEPTH (1) 2x4 MIN. CS20x12"SECTION A-A CS20x12" POST - SEE SECTION A-A POST - SEE LONG STRAP CONDITION 3 CONDITION 4 LONG STRAP 0.131" x 3" TOENAILS FRAMING PLAN FRAMING PLAN 0.131" x 3" TOENAILS 0.131" x 3" TOENAILS ATTACH 2x4 TO FULL FULL HEIGHT FRAMING - CONDITION B PERPENDICULAR SUPPORT CONDITION ATTACH RAIL CAP TO FULLHEIGHT FRAMING WITH (3) ATTACH NAILER TO FULL HEIGHT FRAMING WITH (3) HEIGHT FRAMING WITH (3) RIM JOIST FULL HEIGHT WALL/COLUMN PLAN BEAM - SEEFRAMING PLANH2.5A AT INSIDE OFBEAM TO POSTBEAM - SEEFRAMING PLAN 2x DECK JOIST BEAM - SEEFRAMING PLANCS20x12" LONGSTRAP AT INSIDEBEAM - SEEFRAMING PLANALT. STRAP LOCATION OF BEAM TO POST PLAN B B - SEE FRAMING PLAN FOR SIZE & LOCATION AA JOIST AT EACH END OF DECK.LEDGER - SEE FRAMING PLAN BAA B CONNECT TENSION TIES W/ 1/2" PROPERLY SIZED NUT EACH END SIMPSON DTT2Z TENSION TIES TO DIAMETER ALL THREAD ROD AND BOTTOM LOCATIONS WHEN LTT20B IS USED SIMPSON LTT20B MAY BE USED ILO FLUSH BEAM HANGER - SEE H2.5A AT INSIDE OFBEAM TO POSTPOST - SEEFRAMING PLAN FRAMING PLAN DROPPED BEAM DTT2Z. USE DOUBLE MEMBERS AT ALL BOLT LOCATION SIDE VIEW AT FLUSH BEAMGUARD POST ATTACHMENT TOP AND BOTTOM DTT2Z OR HTT5 AT LOCATION TOP AND SIDE VIEW AT DROPPED BEAMGUARD POST ATTACHMENT POST - SEEFRAMING PLAN CS20x12" LONG STRAPON EACH SIDE OF BEAM GUARD POST LOCATION DTT2Z OR HTT5 AT BOLTLOCATE JOIST AT EVERY W/ (4) 0.131" x 3" TOENAILS SECTION B-B POST LOCATION - ATTACH ATTACH JOIST TO RIM JOIST WITH (3) 0.131" x 3" TOENAILS 2x BLOCK BETWEEN JOISTS AT BLOCK TO JOISTS AT EACH END STRAP ALTERNATE MINIMUM 4'-0" LONG 2x10 NAILER W/TOP CHORD AND WEBS. NAILERVERTICAL PLANE AS OPPOSING 2xDECK JOIST - SEE FRAMING PLAN FORLOCATION (16) 0.131" x 2 1/2" NAILS FROMFLOOR SHEATHING TO TRUSS(16) 0.131" x 3" NAILS FROM NAILER TOSHALL BE LOCATED IN THE SAME DOUBLEJOIST CS20x12" SECTION A-A POST - SEE LONG STRAP CONDITION 1 CONDITION A PARALLEL FRAMING PLAN POST - SEE FRAMING PLAN CS20 STRAP AT BEAM TO BEAMCONNECTION EACH W/ (10) 0.131" x 2 1/2" NAILS -NOT REQUIRED WHEN BEAM IS CONTINUOUSCS20x12" LONG STRAP ONEACH SIDE OF BEAM ORPER POST ON EACH SIDE CONDITION 2 (1) AC POST CAP SIZED BOTTOM RIM JOIST BB 2x DECK JOIST GUARD POST ATTACHMENT SIDE VIEW AT PARALLEL JOIST LOCATION TOP AND POST CAP (2) A35 FROM - SEE FRAMING PLAN AA PLAN FOR SIZE & LOCATION (6) 0.131" x 3" NAILS FROM DTT2Z OR HTT5 AT BOLT DOUBLE JOIST BLOCK TO JOIST LOCATION FOR (1) JOIST BAY FULL DEPTH BLOCK AT POST GUARD POST DECKING TO DOUBLE JOIST DECK ATTACHMENT FOR LATERAL SUPPORT1500# PRESCRIPTIVEBEAM AT POST CONNECTION JOIST AT EACH END OF DECK. LEDGER - SEE FRAMING PLAN FRAMING PLAN CONNECT TENSION TIES W/ 1/2"BEAM TO BEAM BEAM - SEE PROPERLY SIZED NUT EACH END SIMPSON DTT2Z TENSION TIES TO CONTINUOUS OR DIAMETER ALL THREAD ROD AND SUPPORT CONDITION CONNECTION - SEE FRAMING PLAN 325601 LVLLVLLVLLVLLVL SIZE STRINGER 1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8"1 3/4" X 11 7/8" MATERIAL AND 2X12 HEMFIR #22X12 HEMFIR #22X12 HEMFIR #22X12 HEMFIR #2 543214321 NOT TO SCALE SCALE: 3/4" = 1'-0" NUMBER OFSTRINGERS (4) 0.131" x 3" END NAILS ORTOE NAILS FROM RAIL TO POST4x4 OR 6x6 POST SPACEDPER CHART AT RIGHTNOTCH IN GUARD POSTAT DOUBLE MEMBER -3/4" (*1/2" @ 42") MAX. AT4x4 POST2" MAX. AT 6x6 POST1/2" DIA. THROUGH BOLTFROM 4x TO FRAMINGMEMBER. USE 2" (*2.25" @ 42")DIA. WASHERS MIN. 986 11 1715141210 FRAMING MEMBER -SEE RIGHT FORSPECIFIC CONDITIONS BETWEEN OF RISERSSUPPORTS MAX NUMBER CENTER STRINGERS ARCHITECTURAL SPECIFICATIONSJOIST - SEE FRAMING PLANTRUSS TO PLATE FULL DEPTH 2x BLOCKINGOPEN 2x DECKING OR FLOORSHEATHING WITH COVERING PERH2.5 OR H2.5A AT EACH SUPPORT WHEN STRINGER BEARS ON WALL 3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6"3'-6" STAIRS MAX WIDTH OF *CRIPPLE WALLS UNDER STRINGER MAY BE COUNTED AS GUARD POST - SIDE VIEW LVLLVL SIZE STRINGER NOTE: POST MAY BE SET ONINSIDE OF FRAMING MEMBER- ALL OTHER CONNECTIONSREMAIN THE SAME 1 3/4" X 11 7/8"1 3/4" X 11 7/8" MATERIAL AND 2X12 HEMFIR #22X12 HEMFIR #2 AND QUANTITY* SIDE STRINGERS - SEECHART FOR MATERIAL PER PLAN 2121 NUMBER OFSTRINGERS 11 181413 STRINGER SIDE STRINGERS MAXIMUM SPAN MAX NUMBER 6'-0"6'-11"11'-2" OF RISERS PER REFER TO MFR FORREQUIRED SPACING BETWEEN SUPPORTS DECK FRAMING 2x42x6 - FOR ALL OTHER STRINGERS, SEE CHART BELOW AT 5 1/2" MAX. 3'-6"3'-6"3'-6"3'-6"GUARDRAIL STAIRS DECK BELOW AT SPANS < 6'-0" MATERIAL & DEPTH DECK FRAMING BOTTOM INTO JOIST MAX WIDTH OF BOARD STRINGERS ARE ATTACHED TO WALL STUDS AS SHOWN ON (1) 10d NAIL TOP AND SIDE VIEW OR BEAR ON AN INTERIOR BEARING WALL BELOW 2x2 EXTENDED TO *SINGLE 2x12 MAY BE USED AT SIDE STRINGERS WHERE SIDE(2) 0.131" x 3" NAILS PLAN VIEW 2x2 MIN. BALUSTER 2x6 NOT REQUIRED RAIL CAP CANTILEVERED JOIST AT BEAM GUARDRAIL 2x6 TO 2x4 AT 12" O.C. RBC AT BLOCK TO BEAM CAP TO 2x4 AT 12" O.C.AT TOP AND BOTTOM 0.131" x 3" NAILS FROM (3) 10d TOENAILS, LS70 OR FROM 2x2 TO FRAMING RIM BOARD - MATCH JOIST NO RAIL CAP 2x6 MIN. AT NO RAIL CAP * CONTINUOUS RAIL CAP 2x2 END RAISED OFF DECK CONTINUOUS 2x4 NAILER- 0.131" x 3" NAILS FROM RAILMANUFACTURED 621 FROM SUPPORT TO SUPPORT AND QUANTITY* NOT TO SCALE CENTER STRINGERS - AT 16" O.C. TO JOISTS OR (3) 0.131" x 3" PER STUD(AS OCCURS)(2) 0.131" x 3" TOE NAILSOR (1) A35 AT EACH END2x4 BLOCKING BETWEENSTRINGERS W/ (2) 0.131" x 3"BLOCKING BELOW. ATCONCRETE SLAB BELOW:2x4 PRESSURE TREATEDBLOCKING W/ PINS AT 6"O.C., STAGGERED FOR OUTER STRINGERS SEE CHART FOR MATERIAL NOT TO SCALE FINAL GRADE MAB15 - SEE NOTE BELOW FORALLOWABLE ALTERNATES CONCRETE FOOTING - SEEFOUNDATION PLAN FOR SIZE REINFORCEMENT - ONLYREQUIRED WHERE SPECIFIEDON FOUNDATION PLAN. SEEFOUNDATION PLAN FOR SIZEAND SPACING. (3) 0.131" x 3" PER STUDFOR OUTER STRINGERS(AS OCCURS) ACROSS FULL WIDTH OF STAIR - OR CS20 3/4" STRINGER PLATE ATTACHED TOFLOOR FRAMING W/ 0.131" x 3"AT 6" O.C.STRAP AT EACH STRINGER - (14) 0.131" x3" NAILS TO STRINGER AND (14) 0.131" x3" NAILS TO FRAMING ABOVE STRINGER AT BASE SIDE VIEW NOTE: ISOLATE POST FROM CONCRETE 5 1/8" MIN. THROAT AT 2x125 3/4" MIN. THROAT AT 11 7/8" LSL FOR DIMENSIONS SEE FOUNDATION PLAN PLAN FOR MATERIAL REQUIREMENTS COVERING PER BUILT-UP OR (1) 1/4" x 4 1/2" SDS FRAMING PLAN STRINGER - SEE CHART SOLID WOOD POST SCREW AT 24" O.C. MAX. - SEE FRAMING PLAN LEDGER SIZE AND FASTENER FLOOR FRAMING - SEE HANGER - SEE FRAMING PLAN SIZE - SEE FRAMING PLAN FOR (8) 0.131" x 3" SIDE VIEWSTRINGER AT 2ND FLOOR 2x CONTINUOUS WOOD LEDGER STAIR FRAMING RAFTER/JOIST TO LEDGER AT PERP. POST BASE CONNECTION PER STRINGER OPEN STRINGER FLOOR TRUSS AT WALL ISOLATED FROM CONCRETE PRESERVATIVE TREATED OR ARCHITECTURAL SPECIFICATIONS MINIMUM DEPTH TO MATCH RAFTER 2x RAFTERS/ JOISTS - SEE FRAMING NOTE:MAB15 MAY BE SUBSTITUTED WITH:-POST- SET ABE OR ABU (SIZE PER POST)W/ 1/2" OR 5/8" DIA x 4" LONG CONCRETESCREW (SIZE PER POST BASE) OR-(2) A34 OR (2) A35 ATTACHED TO CONCRETEWITH POWDER ACTUATED PINS NOTE:FOR STAIR SIZES NOT SPECIFIED,INCLUDING RADIUS STAIRS, STAIRMANUFACTURER SHALL PROVIDEENGINEERING.NOTE:DO NOT OVERCUT STRINGERS 125 NOTE:SEE ARCHITECTURAL DRAWINGS FORSTAIR DIMENSIONS AND FINISHES NOTE: SEE DETAIL 301 FOR 331 INFORMATION NOT SHOWN 371.1 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project InformationContact Information Plan 1843 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative ___________________________________________ Date ___________________________ All Climate Zones aa R-ValueU-Factor b Fenestration U-Factor n/a0.30 Skylight U-Factorn/a0.50 b,e Cvjmejoh Glazed Fenestration SHGC n/an/a kj Ceiling49 0.026 Efqu/ g,m,n Wood Frame Wall 21 int 0.056 h i 21/21 Mass Wall R-Value Sfwjfxfe 0.056 g 30 Floor0.029 c,m Below Grade Wall 10/15/21 int + TB0.042 d Slab R-Value & Depth 10, 2 ftn/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Description OptionCredit(s) 1aEfficient Building Envelope 1a0.5 1bEfficient Building Envelope 1b1.0 1cEfficient Building Envelope 1c2.0 1dEfficient Building Envelope 1d0.5 2aAir Leakage Control and Efficient Ventilation 2a0.5 2bAir Leakage Control and Efficient Ventilation 2b1.0 2cAir Leakage Control and Efficient Ventilation 2c1.5 3aHigh Efficiency HVAC 3a1.0 1.0 3bHigh Efficiency HVAC 3b1.0 3cHigh Efficiency HVAC 3c1.5 3dHigh Efficiency HVAC 3d1.0 4High Efficiency HVAC Distribution System1.0 1.0 5aEfficient Water Heating 5a0.5 0.5 5bEfficient Water Heating 5b1.0 1.0 5cEfficient Water Heating 5c1.5 5dEfficient Water Heating 5d0.5 6Renewable Electric Energy0.5*1200 kwh 0.0 Total Credits3.50 *Please refer to Table R406.2 for complete option descriptions Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. c "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Reserved. g Reserved. h Reserved. i The second R-value applies when more than half the insulation is on the interior of the mass wall. j Reserved. k For single rafter- or joist-vaulted ceilings, the insulation may be reduced to R-38. l Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project InformationContact Information Plan 1843 WidthHeight InchInch Ref.U-factorQt.FeetFeetAreaUA 0.00.00 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) 0.00.00 Vertical Fenestration (Windows and doors) ComponentWidthHeight InchInch DescriptionRef.U-factorQt.FeetFeetAreaUA 8 Foyer0.3013620.06.00 0.302228.02.40 Powder0.301224.01.20 Great Room0.3015525.07.50 88 0.3012617.85.33 10 Dining0.3016641.012.30 Tech0.3013515.04.50 Bedroom 20.3015525.07.50 Bedroom 30.30 1 5525.07.50 Bedroom 40.3013515.04.50 Master Bedroom0.3015525.07.50 0.301224.01.20 Master Bath0.301224.01.20 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.300.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 Sum of Vertical Fenestration Area and UA228.868.63 Vertical Fenestration Area Weighted U = UA/Area0.30 Overhead Glazing (Skylights) ComponentWidthHeight InchInch DescriptionRef.U-factorQt.FeetFeetAreaUA 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 0.00.00 Sum of Overhead Glazing Area and UA0.00.00 Overhead Glazing Area Weighted U = UA/Area0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 228.868.63 Project InformationContact Information To see detailed instructions for each section, place your cursor on the word "Instructions". T = Indoor (70 degrees) - Outdoor Design Temp (see Figure 1) (see Figure 1) (see Figure 1) (see Figure 1) Sum of UA X T Volume X 0.6 X T X .018 Air Leakage + Envelope Heat Loss Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 1703502: Cvjmejoh Efqu/ Sfwjfxfe PERMIT CENTER RESIDENTIALMECHANICAL /PLUMBING th Dept. of Community Development*345 6 Street, Suite 600*Bremerton*WA*98337-1873 Type of Fuel:ElectricGas OilPropane 4780 Deadwood St, Bremerton, WA 98312 Site Address: ______________________________________________ CONTRACTOR:LGI Homes Washington LLC OWNER:LGI Homes 1450 Lake Robbins Drive Suite 430same Address:Address: City, State, Zip:The Woodlands TX, 77380 City, State, Zip:same License #:LGIHOHL857MB Phone # ( )same 5675-000- 253632-0015 Contact Phone #: ( )Tax ID/Parcel #: BremertonBusiness License: QTYTYPE OF EQUIPMENTQTYTYPE OF EQUIPMENT 1 AIR CONDITIONER / EVAP COOLERBUILDING SEWER 0 BOILER < = 100K BTUCLOTHES WASHER 1 BOILER > 100K <= 500KDISHWASHER 1 exhaust only CLOTHES DRYERWITH EXHAUSTDRAIN PIPE CHANGE 1 1 COOK STOVE FLOOR DRAIN/TRENCH DRAIN 42 FAN / BATH OR EXHAUSTHOSE BIBB 1 FIREPLACE GASOR GAS LOG INSERTLAWN SPRINKLER W/ BACKFLOW DEV FIREPLACE WOODOR WOODSTOVEMISC PLUMBING 6 FURNACE ELECTRIC / HEATPUMPSINK (LAV, KITCHEN, MOP OR BAR) FURNACE LP GAS / DUCTINGSUMP PUMP 12 FURNACE NATURAL GAS / DUCTINGTUB AND/OR SHOWER UNIT 3 FURNACE OILTOILET / BIDET 1 GASPIPE SYSTEMWATER HEATER ELECTRIC LP TANK < 2000 GALLONSWATER PIPE CHANGE MISC MECHANICAL EQUIPMENT 1 microwave RANGE HOOD 1 WATER HEATERGASAND VENT MISC MECHANICAL Nick Marciano ________________________________________ Nick Marciano4/13/2020 __________________________________________ _______________________ Print Name Date Rev. June 2016 MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1843-FL LGI 1843 HAWTHORN FL The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R58529926 thru R58529945 My license renewal date for the state of Washington is May 1, 2019. Cvjmejoh Efqu/ Sfwjfxfe June 19,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529926 1 A1GABLE2 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:29Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-2nXwlHlG0aAhjI9iJmvuuytFRAb3JI?n697clFz4zug 0-1-8 12345678910 21 000 --- 666 --- 111 2011 1918171615141312 3x4= 17-9-0 17-9-0 Scale = 1:33.3 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[21:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.15Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.03Vert(TL)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.05Horiz(TL)0.0011n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 57 lbFT = 0%F, 11%E 6)Recommend 2x6 strongbacks, on edge, spaced at LUMBER 10-00-00 oc and fastened to each truss with 3-10d TOP CHORD2x4 HF No.2(flat) (0.131" X 3") nails. Strongbacks to be attached to walls BOT CHORD2x4 HF No.2(flat) at their outer ends or restrained by other means. WEBS2x4 HF Stud(flat) 7)CAUTION, Do not erect truss backwards. OTHERS2x4 HF Stud(flat) LOAD CASE(S) Standard BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)11=85/17-9-0, 12=208/17-9-0, 13=223/17-9-0, 14=219/17-9-0, 15=220/17-9-0, 16=220/17-9-0, 17=220/17-9-0, 18=220/17-9-0, 19=223/17-9-0, 20=88/17-9-0 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD20-21=-81/0, 1-21=-80/0, 10-11=-74/0, 1-2=-15/0, 2-3=-15/0, 3-4=-15/0, 4-5=-15/0, 5-6=-15/0, 6-7=-15/0, 7-8=-15/0, 8-9=-15/0, 9-10=-15/0 BOT CHORD19-20=0/15, 18-19=0/15, 17-18=0/15, 16-17=0/15, 15-16=0/15, 14-15=0/15, 13-14=0/15, 12-13=0/15, 11-12=0/15 WEBS2-19=-201/0, 3-18=-200/0, 4-17=-200/0, 5-16=-200/0, 6-15=-200/0, 7-14=-199/0, 8-13=-202/0, 9-12=-193/0 NOTES 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529927 1 A2Floor11 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:31Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-wYnRbfom4og7CwTTYb_q2o2qZnlyFzZN1n5qu0z4zuc 2-6-01-3-0 0-1-80-7-8 1.5x4 = 3x4= 1.5x4=4x12=3x4=4x12= 1.5x41.5x41.5x41.5x4 ==== 123456789 16 000 --- 666 --- 111 1510 14131211 4x8=3x4=4x8= == 4x83x8 1.5x4 = 17-9-0 17-9-0 Scale = 1:33.3 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[6:0-1-8,Edge\], \[13:0-1-8,Edge\], \[15:Edge,0-1-8\], \[16:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.59Vert(LL)-0.2713-14>789480MT20185/148 TCDL10.0Lumber DOL1.00BC0.93Vert(CT)-0.3913-14>536360 BCLL0.0Rep Stress IncrYESWB0.52Horz(CT)0.0710n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 73 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) OTHERS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 5-11-7 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-12. REACTIONS(lb/size)10=966/0-2-10, 15=960/0-5-6 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD15-16=-102/0, 1-16=-102/0, 9-10=-101/0, 1-2=-5/0, 2-3=-2618/0, 3-4=-2618/0, 4-5=-2964/0, 5-6=-2964/0, 6-7=-2572/0, 7-8=-2572/0, 8-9=0/0 BOT CHORD14-15=0/1603, 13-14=0/3070, 12-13=0/2964, 11-12=0/2964, 10-11=0/1571 WEBS2-15=-1804/0, 2-14=0/1152, 3-14=-236/0, 4-14=-513/0, 4-13=-346/254, 5-13=-62/42, 8-10=-1783/0, 8-11=0/1136, 7-11=-203/51, 6-11=-695/0, 6-12=-45/196 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529928 1 A3Floor2 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:31Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-wYnRbfom4og7CwTTYb_q2o2ppno3FyLN1n5qu0z4zuc 2-6-01-3-0 0-1-80-7-8 1.5x4 = 3x4= 1.5x4=4x12=3x4=4x12= 1.5x41.5x41.5x43x4 ==== 1234567817 9 16 000 --- 666 --- 111 1510 14131211 4x8=3x4=4x8= == 4x85x6 1.5x4 = 17-9-0 17-9-0 Scale = 1:33.3 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[6:0-1-8,Edge\], \[10:Edge,0-1-8\], \[13:0-1-8,Edge\], \[15:Edge,0-1-8\], \[16:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.70Vert(LL)-0.2513-14>835480MT20185/148 TCDL10.0Lumber DOL1.00BC0.73Vert(CT)-0.3713-14>571360 BCLL0.0Rep Stress IncrNOWB0.60Horz(CT)0.0610n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 79 lbFT = 0%F, 11%E 6)Hanger(s) or other connection device(s) shall be LUMBER provided sufficient to support concentrated load(s) 673 TOP CHORD2x4 HF No.2(flat) lb down at 17-0-2 on top chord. The design/selection of BOT CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) such connection device(s) is the responsibility of others. WEBS2x4 HF Stud(flat) 7)In the LOAD CASE(S) section, loads applied to the face OTHERS2x4 HF Stud(flat) of the truss are noted as front (F) or back (B). BRACING LOAD CASE(S) Standard TOP CHORDStructural wood sheathing directly applied or 1)Dead + Floor Live (balanced): Lumber Increase=1.00, 5-11-3 oc purlins, except end verticals. Plate Increase=1.00 BOT CHORDRigid ceiling directly applied or 10-0-0 oc Uniform Loads (lb/ft) bracing. Vert: 10-15=-10, 1-9=-100 REACTIONS(lb/size)10=1549/0-2-10, 15=983/0-5-6 Concentrated Loads (lb) FORCES(lb) - Maximum Compression/Maximum Vert: 17=-606 (B) Tension TOP CHORD15-16=-102/0, 1-16=-102/0, 9-10=-545/0, 1-2=-5/0, 2-3=-2706/0, 3-4=-2706/0, 4-5=-3144/0, 5-6=-3144/0, 6-7=-2784/0, 7-8=-2788/0, 8-17=-10/0, 9-17=0/14 BOT CHORD14-15=0/1648, 13-14=0/3200, 12-13=0/3144, 11-12=0/3144, 10-11=0/1800 WEBS2-15=-1855/0, 2-14=0/1201, 3-14=-235/0, 4-14=-562/0, 4-13=-282/314, 5-13=-77/6, 8-10=-2073/0, 8-11=0/1085, 7-11=-170/101, 6-11=-656/0, 6-12=-62/204 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be DF No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION, Do not erect truss backwards. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529929 1 A4Floor1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:32Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-wYnRbfom4og7CwTTYb_q2o2n8notFzVN1n5qu0z4zuc 2-6-01-3-0 0-1-81-1-41-1-8 1.5x4 = 1.5x4=5x8=3x4=1.5x43x4 == 1.5x41.5x44x8=5x6 === 12345678 9 16 000 --- 666 --- 111 1510 14131211 3x8=3x4=4x8= 4x8=4x5=1.5x4 = 17-1-12 16-10-4 16-10-4 0-3-8 Scale = 1:32.4 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[9:0-3-0,Edge\], \[12:0-1-8,Edge\], \[13:0-1-8,Edge\], \[16:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.81Vert(LL)-0.3113-14>635480MT20185/148 TCDL10.0Lumber DOL1.00BC0.74Vert(CT)-0.4513-14>448360 BCLL0.0Rep Stress IncrYESWB0.53Horz(CT)0.029n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 75 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) WEBS2x4 HF Stud(flat) OTHERS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)9=917/0-3-6, 15=910/0-5-6 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD15-16=-102/0, 1-16=-101/0, 9-10=-2/31, 1-2=-5/0, 2-3=-2437/0, 3-4=-2437/0, 4-5=-2527/0, 5-6=-2527/0, 6-7=-2527/0, 7-8=-764/0, 8-9=-767/0 BOT CHORD14-15=0/1514, 13-14=0/2792, 12-13=0/2527, 11-12=0/1455, 10-11=0/0 WEBS8-11=-98/0, 9-11=0/1108, 2-15=-1704/0, 2-14=0/1047, 3-14=-226/0, 4-14=-403/0, 4-13=-472/172, 5-13=-50/66, 7-11=-1001/0, 7-12=0/1216, 6-12=-399/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Bearings are assumed to be: Joint 9 HF No.2 crushing capacity of 405 psi, Joint 15 DF No.1&Btr or 1800F 1.6E crushing capacity of 625 psi. 3)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529930 1 B1GABLE1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:32Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-PlLpp?oPr6o_q32f6JV3b?b6tBI__YBWFRrNRSz4zub 123456789101112 000 --- 666 --- 111 2213 2120191817161514 3x4= 18-2-8 17-9-0 17-9-0 0-5-8 Scale = 1:34 Plate Offsets (X, Y):\[1:Edge,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.17Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.05Vert(CT)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.05Horz(CT)0.0013n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 58 lbFT = 0%F, 11%E 4)Truss to be fully sheathed from one face or securely LUMBER braced against lateral movement (i.e. diagonal web). TOP CHORD2x4 HF No.2(flat) 5)Gable studs spaced at 2-0-0 oc. BOT CHORD2x4 HF No.2(flat) 6)All bearings are assumed to be HF No.2 crushing WEBS2x4 HF Stud(flat) capacity of 405 psi. OTHERS2x4 HF Stud(flat) 7)Recommend 2x6 strongbacks, on edge, spaced at BRACING 10-00-00 oc and fastened to each truss with 3-10d TOP CHORDStructural wood sheathing directly applied or (0.131" X 3") nails. Strongbacks to be attached to walls 6-0-0 oc purlins, except end verticals. at their outer ends or restrained by other means. BOT CHORDRigid ceiling directly applied or 10-0-0 oc 8)CAUTION, Do not erect truss backwards. bracing. LOAD CASE(S) Standard REACTIONS(lb/size)13=137/17-9-0, 14=179/17-9-0, 15=229/17-9-0, 16=218/17-9-0, 17=221/17-9-0, 18=219/17-9-0, 19=222/17-9-0, 20=214/17-9-0, 21=241/17-9-0, 22=111/17-9-0 Max Grav13=137 (LC 1), 14=186 (LC 3), 15=229 (LC 1), 16=218 (LC 3), 17=221 (LC 1), 18=220 (LC 3), 19=222 (LC 1), 20=215 (LC 3), 21=241 (LC 1), 22=113 (LC 3) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-22=0/71, 11-13=-123/0, 1-2=-5/0, 2-3=-16/0, 3-4=-16/0, 4-5=-16/0, 5-6=-16/0, 6-7=-16/0, 7-8=-16/0, 8-9=-16/0, 9-10=-16/0, 10-11=-16/0, 11-12=0/0 BOT CHORD21-22=0/16, 20-21=0/16, 19-20=0/16, 18-19=0/16, 17-18=0/16, 16-17=0/16, 15-16=0/16, 14-15=0/16, 13-14=0/16 WEBS2-22=-178/0, 3-21=-215/0, 4-20=-196/0, 5-19=-201/0, 6-18=-200/0, 7-17=-201/0, 8-16=-199/0, 9-15=-207/0, 10-14=-176/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Gable requires continuous bottom chord bearing. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529931 1 B2Floor2 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:32Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-PlLpp?oPr6o_q32f6JV3b?bz_B47_QWWFRrNRSz4zub 0-10-8 2-6-01-1-8 1.5x4 = = 1.5x41.5x41.5x44x85x6 ==== 4x12=3x4=3x4= 12345678 9 000 --- 666 --- 111 1510 14131211 5x6=3x4=7x10= 4x8=3x6=1.5x4 = 18-2-8 17-9-0 17-9-0 0-5-8 Scale = 1:34 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[9:0-3-0,Edge\], \[12:0-1-8,Edge\], \[13:0-1-8,Edge\], \[15:Edge,0-1-8\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.74Vert(LL)-0.3013-14>704480MT20185/148 TCDL10.0Lumber DOL1.00BC0.93Vert(CT)-0.4313-14>487360 BCLL0.0Rep Stress IncrYESWB0.54Horz(CT)0.029n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 74 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. REACTIONS(lb/size)9=969/0-5-6, 15=969/0-2-10 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-15=-102/0, 9-10=-12/11, 1-2=0/0, 2-3=-2614/0, 3-4=-2614/0, 4-5=-2975/0, 5-6=-2975/0, 6-7=-2975/0, 7-8=-863/0, 8-9=-865/0 BOT CHORD14-15=0/1580, 13-14=0/3085, 12-13=0/2975, 11-12=0/2129, 10-11=0/0 WEBS8-11=-202/0, 9-11=0/1252, 2-15=-1793/0, 2-14=0/1173, 3-14=-232/0, 4-14=-535/0, 4-13=-368/291, 5-13=-87/60, 7-11=-1436/0, 7-12=0/1009, 6-12=-334/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529932 1 B3Floor7 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:32Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-PlLpp?oPr6o_q32f6JV3b?bz_B47_QWWFRrNRSz4zub 0-10-8 2-6-01-1-8 1.5x4 = 1.5x41.5x41.5x44x8=5x6 ==== 4x12=3x4=3x4= 12345678 9 000 --- 666 --- 111 1510 14131211 5x6=3x4=7x10= 4x8=3x6=1.5x4 = 17-11-12 17-9-0 17-9-0 0-2-12 Scale = 1:33.7 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[9:0-3-0,Edge\], \[12:0-1-8,Edge\], \[13:0-1-8,Edge\], \[15:Edge,0-1-8\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.74Vert(LL)-0.3013-14>704480MT20185/148 TCDL10.0Lumber DOL1.00BC0.93Vert(CT)-0.4313-14>487360 BCLL0.0Rep Stress IncrYESWB0.54Horz(CT)0.029n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 73 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. REACTIONS(lb/size)9=969/0-2-10, 15=969/0-2-10 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-15=-102/0, 9-10=-12/11, 1-2=0/0, 2-3=-2614/0, 3-4=-2614/0, 4-5=-2975/0, 5-6=-2975/0, 6-7=-2975/0, 7-8=-863/0, 8-9=-865/0 BOT CHORD14-15=0/1580, 13-14=0/3085, 12-13=0/2975, 11-12=0/2129, 10-11=0/0 WEBS8-11=-202/0, 9-11=0/1252, 2-15=-1793/0, 2-14=0/1173, 3-14=-232/0, 4-14=-535/0, 4-13=-368/291, 5-13=-87/60, 7-11=-1436/0, 7-12=0/1009, 6-12=-334/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9, 15. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529933 1 B4GABLE1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:33Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-txvB0Lp1cQwrRDcsg00I8D7HObeWj?PgU5awzvz4zua 8-6-1 1-10-83-1-13 3x4= 3x4= 12345678910111213 000 --- 666 --- 111 2414 232221201918171615 3x4=3x4= 3x4= 17-11-12 17-9-0 17-9-0 0-2-12 Scale = 1:33.7 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[2:0-1-8,Edge\], \[11:0-1-8,Edge\], \[16:0-1-8,Edge\], \[23:0-1-8,Edge\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.18Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.03Vert(CT)n/a-n/a999 BCLL0.0Rep Stress IncrNOWB0.05Horz(CT)0.0014n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 69 lbFT = 0%F, 11%E 5)A plate rating reduction of 20% has been applied for the LUMBER green lumber members. TOP CHORD2x4 HF No.2(flat) 6)All bearings are assumed to be HF No.2 crushing BOT CHORD2x4 HF No.2(flat) capacity of 405 psi. WEBS2x4 HF Stud(flat) *Except* 8-18:4x6 DF 7)Recommend 2x6 strongbacks, on edge, spaced at No.2&BTR G 10-00-00 oc and fastened to each truss with 3-10d OTHERS2x4 HF Stud(flat) (0.131" X 3") nails. Strongbacks to be attached to walls BRACING at their outer ends or restrained by other means. TOP CHORDStructural wood sheathing directly applied or 8)CAUTION, Do not erect truss backwards. 6-0-0 oc purlins, except end verticals. 9)Hanger(s) or other connection device(s) shall be BOT CHORDRigid ceiling directly applied or 6-0-0 oc provided sufficient to support concentrated load(s) 458 bracing, Except: lb down at 10-10-14 on top chord. The design/selection 10-0-0 oc bracing: 23-24,15-16,14-15. of such connection device(s) is the responsibility of REACTIONS(lb/size)14=91/17-9-0, 15=199/17-9-0, others. 16=235/17-9-0, 17=198/17-9-0, 10)In the LOAD CASE(S) section, loads applied to the face 18=514/17-9-0, 19=176/17-9-0, of the truss are noted as front (F) or back (B). 20=227/17-9-0, 21=219/17-9-0, LOAD CASE(S) Standard 22=218/17-9-0, 23=252/17-9-0, 1)Dead + Floor Live (balanced): Lumber Increase=1.00, 24=98/17-9-0 Plate Increase=1.00 FORCES(lb) - Maximum Compression/Maximum Uniform Loads (lb/ft) Tension Vert: 14-24=-10, 1-12=-100, 12-13=-100 TOP CHORD1-24=0/135, 12-14=-85/0, 1-2=-8/0, 2-3=0/9, Concentrated Loads (lb) 3-4=0/9, 4-5=0/9, 5-6=0/9, 6-7=0/9, 7-8=0/9, Vert: 8=-458 (B) 8-9=0/9, 9-10=0/9, 10-11=0/9, 11-12=0/0, 12-13=0/0 BOT CHORD23-24=0/22, 22-23=-9/0, 21-22=-9/0, 20-21=-9/0, 19-20=-9/0, 18-19=-9/0, 17-18=-9/0, 16-17=-9/0, 15-16=0/0, 14-15=0/0 WEBS2-24=-225/0, 3-23=-207/0, 4-22=-198/0, 5-21=-199/0, 6-20=-207/0, 7-19=-160/0, 9-17=-180/0, 10-16=-208/0, 11-15=-180/0, 2-23=-38/0, 11-16=-11/0, 8-18=-509/0 NOTES 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4)Gable studs spaced at 2-0-0 oc. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529934 1 B5Floor1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:33Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-txvB0Lp1cQwrRDcsg00I8D7A6bXqjxCgU5awzvz4zua 1-4-41-3-0 1-1-82-6-00-3-8 3x4= 3x63x4=4x12= = 3x4=1.5x4 = 2345 1 0 - 3 0-0 -- 0 0 - 6116 -- 3 - 11 1 12 106 987 1.5x41.5x41.5x4 === 3x4=3x6= 0-3-87-5-4 7-1-12 6-10-4 0-3-80-3-8 Scale = 1:28.6 Plate Offsets (X, Y):\[2:0-1-8,Edge\], \[3:0-1-8,Edge\], \[5:0-5-0,Edge\], \[9:0-1-8,Edge\], \[10:Edge,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.58Vert(LL)-0.067-8>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.46Vert(CT)-0.117-8>771360 BCLL0.0Rep Stress IncrYESWB0.26Horz(CT)0.0212n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 35 lbFT = 0%F, 11%E 7)CAUTION, Do not erect truss backwards. LUMBER TOP CHORD2x4 HF No.2(flat) LOAD CASE(S) Standard BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) OTHERS4x4 DF No.2&BTR G(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)1=379/0-3-8, 12=361/0-3-0 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-10=-50/0, 6-12=-8/0, 5-12=-8/0, 1-2=-408/0, 2-3=-410/0, 3-4=-394/0, 4-5=-394/0 BOT CHORD9-10=0/0, 8-9=0/410, 7-8=0/410, 6-7=0/34 WEBS1-9=0/594, 2-9=-287/0, 5-7=0/509, 4-7=-293/0, 3-7=-98/8, 3-8=-89/0, 5-12=-367/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20% has been applied for the green lumber members. 3)Bearings are assumed to be: Joint 1 HF No.2 crushing capacity of 405 psi, Joint 12 DF No.2&BTR crushing capacity of 625 psi. 4)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529935 1 B6AFloor1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:33Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-txvB0Lp1cQwrRDcsg00I8D7FRbZAjxGgU5awzvz4zua 1-3-00-10-41-1-8 1-1-82-6-01-3-0 1.5x4 = = 5x63x43x4 == 3x41.5x43x4=5x6 === 234567 18 0 - 3 00 - -- 0 0 - 66 -- 3 - 11 1 149 13121110 1.5x43x4=4x5= = 4x5=3x4=1.5x4 = 0-10-10 0-3-811-9-8 11-7-12 10-9-2 0-3-80-1-12 0-7-2 Scale = 1:30 Plate Offsets (X, Y):\[1:0-3-0,Edge\], \[8:0-3-0,Edge\], \[11:0-1-8,Edge\], \[12:0-1-8,Edge\], \[14:Edge,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.31Vert(LL)-0.0612-13>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.37Vert(CT)-0.0812-13>999360 BCLL0.0Rep Stress IncrYESWB0.32Horz(CT)-0.028n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 53 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)1=618/0-3-8, 8=618/0-1-12 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-14=-10/6, 8-9=-10/6, 1-2=-509/0, 2-3=-505/0, 3-4=-1282/0, 4-5=-1282/0, 5-6=-1282/0, 6-7=-505/0, 7-8=-509/0 BOT CHORD13-14=0/0, 12-13=0/917, 11-12=0/1282, 10-11=0/917, 9-10=0/0 WEBS1-13=0/733, 2-13=-65/0, 8-10=0/733, 7-10=-65/0, 6-10=-596/0, 6-11=0/461, 5-11=-173/0, 3-13=-596/0, 3-12=0/461, 4-12=-173/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529936 1 B6BFloor1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:34Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-L7SZDhqfNj3i3NB2EkXXgQgLs?t3SOSpjlKUVLz4zuZ 1-4-41-3-0 1-1-82-6-00-3-8 3x4= 3x63x4=4x12= = 3x4=1.5x4 = 2345 1 0 - 3 0-0 -- 0 0 - 6116 -- 3 - 11 1 12 106 987 1.5x41.5x41.5x4 === 3x4=3x6= 0-1-127-3-8 7-0-0 6-10-4 0-1-120-3-8 Scale = 1:28.6 Plate Offsets (X, Y):\[2:0-1-8,Edge\], \[3:0-1-8,Edge\], \[5:0-5-0,Edge\], \[9:0-1-8,Edge\], \[10:Edge,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.58Vert(LL)-0.067-8>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.46Vert(CT)-0.117-8>771360 BCLL0.0Rep Stress IncrYESWB0.26Horz(CT)0.0212n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 35 lbFT = 0%F, 11%E 7)Gap between inside of top chord bearing and first LUMBER diagonal or vertical web shall not exceed 0.500in. TOP CHORD2x4 HF No.2(flat) 8)CAUTION, Do not erect truss backwards. BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) LOAD CASE(S) Standard OTHERS4x4 DF No.2&BTR G(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)1=379/0-1-12, 12=361/0-3-0 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-10=-50/0, 6-12=-8/0, 5-12=-8/0, 1-2=-408/0, 2-3=-410/0, 3-4=-394/0, 4-5=-394/0 BOT CHORD9-10=0/0, 8-9=0/410, 7-8=0/410, 6-7=0/34 WEBS1-9=0/594, 2-9=-287/0, 5-7=0/509, 4-7=-293/0, 3-7=-98/8, 3-8=-89/0, 5-12=-367/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)A plate rating reduction of 20% has been applied for the green lumber members. 3)Bearings are assumed to be: Joint 1 HF No.2 crushing capacity of 405 psi, Joint 12 DF No.2&BTR crushing capacity of 625 psi. 4)Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529937 B7FLOOR GIRDER1 1843-FL 2 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:34Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-L7SZDhqfNj3i3NB2EkXXgQgMa?msSJgpjlKUVLz4zuZ 1-3-01-3-00-3-8 2-6-81-11-61-3-0 2x41.5x41.5x45x6=6x8= === === 4x53x43x81.5x4 = 123456789 141414 --17- 555 --- 111 18 1610 1514131211 4x5=7x10=3x83x6 == 5x8=2x47x10= = 18-2-8 17-11-0 17-11-0 0-3-8 Scale = 1:34 Plate Offsets (X, Y):\[6:0-3-8,0-1-8\], \[9:0-1-8,0-3-0\], \[14:0-5-0,0-4-8\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.54Vert(LL)-0.2814-15>758480MT20185/148 TCDL10.0Lumber DOL1.00BC0.92Vert(CT)-0.3914-15>559360 BCLL0.0Rep Stress IncrNOWB0.63Horz(CT)0.0218n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 161 lbFT = 11% 3)All loads are considered equally applied to all plies, LUMBER except if noted as front (F) or back (B) face in the LOAD TOP CHORD2x4 HF No.2 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED CASE(S) section. Ply to ply connections have been BOT CHORD2x6 HF No.2 *Except* 14-10:2x6 DF SS FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR provided to distribute only loads noted as (F) or (B), WEBS2x4 HF Stud LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE unless otherwise indicated. OTHERS2x4 HF Stud ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER 4)Unbalanced floor live loads have been considered for MANUFACTURER SPECIFICATIONS. BRACING this design. TOP CHORDStructural wood sheathing directly applied or 5)Bearings are assumed to be: Joint 16 HF No.2 crushing 3-9-1 oc purlins, except end verticals. capacity of 405 psi, Joint 18 HF Stud crushing capacity BOT CHORDRigid ceiling directly applied or 10-0-0 oc of 405 psi. bracing. 6)Bearing at joint(s) 18 considers parallel to grain value REACTIONS(lb/size)16=1445/0-5-8, 18=1640/0-3-0 using ANSI/TPI 1 angle to grain formula. Building FORCES(lb) - Maximum Compression/Maximum designer should verify capacity of bearing surface. Tension 7)Recommend 2x6 strongbacks, on edge, spaced at TOP CHORD1-16=-172/0, 10-18=0/332, 9-18=0/332, 10-00-00 oc and fastened to each truss with 3-10d 1-2=-235/0, 2-3=-5303/0, 3-4=-5303/0, (0.131" X 3") nails. Strongbacks to be attached to walls 4-5=-7770/0, 5-6=-7770/0, 6-7=-5485/0, at their outer ends or restrained by other means. 7-8=-2314/0, 8-9=-2314/0 8)CAUTION, Do not erect truss backwards. BOT CHORD15-16=0/3073, 14-15=0/6945, 13-14=0/5485, 9)Hanger(s) or other connection device(s) shall be 12-13=0/5485, 11-12=0/5485, 10-11=0/720 provided sufficient to support concentrated load(s) 1147 WEBS5-14=-250/0, 2-16=-3073/0, 2-15=0/2414, lb down at 10-10-14 on bottom chord. The design/ 3-15=-227/0, 4-15=-1777/0, 4-14=0/1172, selection of such connection device(s) is the 9-11=0/1966, 8-11=0/225, 7-11=-3913/0, responsibility of others. 6-14=0/2899, 7-12=0/1767, 6-13=-1611/0, LOAD CASE(S) Standard 9-18=-1794/0 1)Dead + Floor Live (balanced): Lumber Increase=1.00, NOTES Plate Increase=1.00 1)Special connection required to distribute web loads Uniform Loads (lb/ft) equally between all plies. Vert: 10-16=-10, 1-9=-100 2)2-ply truss to be connected together with 10d Concentrated Loads (lb) (0.131"x3") nails as follows: Vert: 14=-1147 (F) Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-14 2x4 - 2 rows staggered at 0-2-0 oc. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529938 1 B8Floor3 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:34Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-L7SZDhqfNj3i3NB2EkXXgQgHu?lVSJSpjlKUVLz4zuZ 1-1-00-1-8 2-6-01-3-0 1.5x4= 1.5x41.5x41.5x44x8=5x6= === == 4x123x41.5x41.5x4 == 123456789 16 000 --- 666 --- 111 1510 14131211 5x6=3x4=7x10= 4x8=3x6=3x4= 18-2-8 18-2-8 Scale = 1:34 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[9:0-1-8,Edge\], \[12:0-1-8,Edge\], \[13:0-1-8,Edge\], \[15:Edge,0-1-8\], \[16:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.84Vert(LL)-0.3513-14>616480MT20185/148 TCDL10.0Lumber DOL1.00BC1.00Vert(CT)-0.5013-14>432360 BCLL0.0Rep Stress IncrYESWB0.58Horz(CT)0.0710n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 74 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) OTHERS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 1-4-12 oc bracing. REACTIONS(lb/size)10=985/0-5-6, 15=991/0-2-10 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-15=-102/0, 10-16=-979/0, 9-16=-978/0, 1-2=0/0, 2-3=-2695/0, 3-4=-2695/0, 4-5=-3124/0, 5-6=-3124/0, 6-7=-3124/0, 7-8=-988/0, 8-9=-988/0 BOT CHORD14-15=0/1621, 13-14=0/3206, 12-13=0/3124, 11-12=0/2267, 10-11=0/44 WEBS2-15=-1840/0, 2-14=0/1219, 3-14=-230/0, 4-14=-580/0, 4-13=-352/331, 5-13=-106/56, 9-11=0/1334, 8-11=-235/0, 7-11=-1451/0, 7-12=0/1041, 6-12=-341/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 15. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529939 1 B9GABLE1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:35Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-pK0xR1rH81BZhXmEnR2mDeDd1PKvBvxzxP311nz4zuY 0-1-8 1234567891011 22 000 --- 666 --- 111 2112 2019181716151413 3x4= 3x4= 18-2-8 18-2-8 Scale = 1:34 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[22:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.17Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.03Vert(TL)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.05Horiz(TL)0.0012n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 60 lbFT = 0%F, 11%E 6)Recommend 2x6 strongbacks, on edge, spaced at LUMBER 10-00-00 oc and fastened to each truss with 3-10d TOP CHORD2x4 HF No.2(flat) (0.131" X 3") nails. Strongbacks to be attached to walls BOT CHORD2x4 HF No.2(flat) at their outer ends or restrained by other means. WEBS2x4 HF Stud(flat) 7)CAUTION, Do not erect truss backwards. OTHERS2x4 HF Stud(flat) LOAD CASE(S) Standard BRACING TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)12=94/18-2-8, 13=212/18-2-8, 14=222/18-2-8, 15=219/18-2-8, 16=220/18-2-8, 17=220/18-2-8, 18=221/18-2-8, 19=217/18-2-8, 20=232/18-2-8, 21=118/18-2-8 FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-21=0/88, 12-22=-84/0, 11-22=-83/0, 1-2=-10/0, 2-3=-22/0, 3-4=-22/0, 4-5=-22/0, 5-6=-22/0, 6-7=-22/0, 7-8=-22/0, 8-9=-22/0, 9-10=-22/0, 10-11=-22/0 BOT CHORD20-21=0/22, 19-20=0/22, 18-19=0/22, 17-18=0/22, 16-17=0/22, 15-16=0/22, 14-15=0/22, 13-14=0/22, 12-13=0/22 WEBS2-21=-197/0, 3-20=-210/0, 4-19=-197/0, 5-18=-201/0, 6-17=-200/0, 7-16=-200/0, 8-15=-200/0, 9-14=-201/0, 10-13=-196/0 NOTES 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529940 1 C1Floor8 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:35Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-pK0xR1rH81BZhXmEnR2mDeDfwPKeBvHzxP311nz4zuY 0-3-140-1-8 1-1-80-4-14 1.5x41.5x4= = 3x6 = 3x44x5= = 234 1 0 - 3 - 00 -- 0 0 - 66 -- 3 - 11 9 1 85 76 1.5x4 = 3x4=1.5x4 = 4x51.5x4== 2-7-0 1-11-14 0-2-122-2-102-8-8 0-2-120-2-120-1-8 1-9-2 0-4-6 Scale = 1:31.9 Plate Offsets (X, Y):\[4:0-1-8,Edge\], \[4:0-1-8,0-0-12\], \[6:0-1-8,Edge\], \[7:0-1-8,Edge\], \[8:Edge,0-0-12\], \[9:0-1-8,0-0-12\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.05Vert(LL)0.007-8>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.05Vert(CT)0.007-8>999360 BCLL0.0Rep Stress IncrYESWB0.03Horz(CT)0.006n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 18 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 HF No.2(flat) BOT CHORD2x4 HF No.2(flat) WEBS2x4 HF Stud(flat) OTHERS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS(lb/size)1=82/0-2-12, 6=169/0-5-8 Max Grav1=90 (LC 3), 6=169 (LC 1) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-8=0/11, 5-9=-18/0, 4-9=-18/0, 1-2=-14/7, 2-3=-11/7, 3-4=-11/7 BOT CHORD7-8=0/0, 6-7=-7/11, 5-6=-1/0 WEBS2-7=-41/4, 1-7=-10/16, 3-6=-115/0, 4-6=-17/30 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529941 1 P1FLOOR BLOCKING2 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:35Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-pK0xR1rH81BZhXmEnR2mDeDd?PHxBvizxP311nz4zuY 3x4 = 3x4 = 12 141414 --- 555 --- 111 43 3x4 = 3x4 = 1-6-10 1-6-10 Scale = 1:21.5 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.18Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.22Vert(TL)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.00Horiz(TL)0.003n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 7 lbFT = 11% LUMBER TOP CHORD2x4 HF No.2 BOT CHORD2x4 HF No.2 WEBS2x6 HF No.2 BRACING TOP CHORDStructural wood sheathing directly applied or 1-6-10 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)3=60/1-6-10, 4=60/1-6-10 Max Uplift3=-407 (LC 7), 4=-407 (LC 6) Max Grav3=436 (LC 4), 4=436 (LC 5) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-4=-215/198, 2-3=-215/198, 1-2=-194/190 BOT CHORD3-4=-190/194 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 407 lb uplift at joint 4 and 407 lb uplift at joint 3. 5)This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-10 for 350.0 plf. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529942 1 P2FLOOR BLOCKING13 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:36Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-HWaKeMrvvLJQIhLRL9Z?lrlnModjwMy6A3pbaDz4zuX 3x4 = 3x4 = 12 141414 --- 555 --- 111 43 3x4 = 3x4 = 1-8-6 0-10-4 0-10-4 0-10-2 Scale = 1:23.2 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.20Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.25Vert(TL)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.00Horiz(TL)0.003n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 7 lbFT = 11% LUMBER TOP CHORD2x4 HF No.2 BOT CHORD2x4 HF No.2 WEBS2x6 HF No.2 BRACING TOP CHORDStructural wood sheathing directly applied or 1-8-6 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)3=68/1-8-6, 4=68/1-8-6 Max Uplift3=-406 (LC 7), 4=-406 (LC 6) Max Grav3=438 (LC 4), 4=438 (LC 5) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-4=-218/198, 2-3=-218/198, 1-2=-220/215 BOT CHORD3-4=-215/220 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 lb uplift at joint 4 and 406 lb uplift at joint 3. 5)This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-6 for 350.0 plf. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529943 1 P3FLOOR BLOCKING2 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:36Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-HWaKeMrvvLJQIhLRL9Z?lrlosodIwMy6A3pbaDz4zuX 3x4 = 3x4 = 12 141414 --- 555 --- 111 43 3x4 = 3x4 = 1-6-2 1-6-2 Scale = 1:21.5 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.17Vert(LL)n/a-n/a999MT20185/148 TCDL10.0Lumber DOL1.00BC0.22Vert(TL)n/a-n/a999 BCLL0.0Rep Stress IncrYESWB0.00Horiz(TL)0.003n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 7 lbFT = 11% LUMBER TOP CHORD2x4 HF No.2 BOT CHORD2x4 HF No.2 WEBS2x6 HF No.2 BRACING TOP CHORDStructural wood sheathing directly applied or 1-6-2 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)3=58/1-6-2, 4=58/1-6-2 Max Horiz4=0 (LC 5) Max Uplift3=-408 (LC 7), 4=-408 (LC 6) Max Grav3=435 (LC 4), 4=435 (LC 5) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-4=-214/197, 2-3=-214/197, 1-2=-186/183 BOT CHORD3-4=-183/186 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 408 lb uplift at joint 4 and 408 lb uplift at joint 3. 5)This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-2 for 350.1 plf. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529944 1 X1Floor Girder1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:36Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-HWaKeMrvvLJQIhLRL9Z?lrlb_odswKC6A3pbaDz4zuX 1-4-12 1-0-0 1.5x43x4= = 3x4=1.5x4 = 12394 000 --- 333 --- 111 85 76 = 3x41.5x4 = = 1.5x43x4 = 3-10-12 3-10-12 Scale = 1:27.3 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[2:0-1-8,Edge\], \[3:0-1-8,Edge\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.99Vert(LL)-0.016>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.24Vert(CT)-0.026>999360 BCLL0.0Rep Stress IncrNOWB0.18Horz(CT)0.005n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 19 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) BOT CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) WEBS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 3-10-12 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)5=1045/ Mechanical, 8=502/ Mechanical Max Grav5=1157 (LC 4), 8=558 (LC 3) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-8=-44/7, 4-5=-591/0, 1-2=0/0, 2-3=-527/0, 3-9=0/0, 4-9=0/0 BOT CHORD7-8=0/527, 6-7=0/527, 5-6=0/527 WEBS2-8=-745/0, 2-7=0/91, 3-5=-745/0, 3-6=-68/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s) for truss to truss connections. 3)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-279, 9=-853 June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI 1843 HAWTHORN FL R58529945 1 X2Floor Girder1 1843-FL Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:42:36Page: 1 ID:2jvNr9si7MnI8gjnTuWAh5y55Hy-HWaKeMrvvLJQIhLRL9Z?lrlbIoazwIj6A3pbaDz4zuX 1-4-12 1-0-0 4x5=1.5x4 = 1.5x44x5= = 1293104 000 --- 333 --- 111 85 76 = 4x51.5x4 = 1.5x44x5= = 3-10-12 3-10-12 Scale = 1:27.3 Plate Offsets (X, Y):\[1:Edge,0-0-12\], \[2:0-1-8,Edge\], \[3:0-1-8,Edge\], \[5:Edge,0-1-8\], \[8:Edge,0-1-8\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL40.0Plate Grip DOL1.00TC0.97Vert(LL)-0.026>999480MT20185/148 TCDL10.0Lumber DOL1.00BC0.43Vert(CT)-0.035-6>999360 BCLL0.0Rep Stress IncrNOWB0.27Horz(CT)0.005n/an/a BCDL5.0CodeIRC2015/TPI2014Matrix-RWeight: 19 lbFT = 0%F, 11%E LUMBER TOP CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) BOT CHORD2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr(flat) WEBS2x4 HF Stud(flat) BRACING TOP CHORDStructural wood sheathing directly applied or 3-10-12 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS(lb/size)5=1118/ Mechanical, 8=659/ Mechanical Max Grav5=1198 (LC 4), 8=690 (LC 3) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-8=0/134, 4-5=-318/0, 1-2=0/0, 2-9=-811/0, 3-9=-811/0, 3-10=0/0, 4-10=0/0 BOT CHORD7-8=0/811, 6-7=0/811, 5-6=0/811 WEBS2-8=-1147/0, 2-7=0/157, 3-5=-1147/0, 3-6=-138/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s) for truss to truss connections. 3)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 9=-817, 10=-546 June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 Connected Wood Trusses. Installing & Bracing of Metal Plate Guide to Good Practice for Handling,BCSI: Building Component Safety Information,DSB-89: Design Standard for Bracing. Plate Connected Wood Truss Construction.ANSI/TPI1: National Design Specification for Metal Industry Standards:LATERAL BRACING LOCATION BEARING PLATE SIZEPLATE LOCATION AND ORIENTATION Symbols * 4 x 4 software or upon request.Plate location details available in MiTek 20/20 1 3 / 4 " 0 - 1 / if indicated.output. Use T or I bracingby text in the bracing section of theIndicated by symbol shown and/or Min size shown is for crushing only.number where bearings occur.reaction section indicates joint(supports) occur. Icons vary butIndicates location where bearings 16 connector plates.required direction of slots inThis symbol indicates the plates 0- For 4 x 2 orientation, locate edge of truss.and fully embed teeth.Apply plates to both sides of trussDimensions are in ft-in-sixteenths.offsets are indicated.Center plate on joint unless x, y the length parallel to slots.to slots. Second dimension iswidth measured perpendicular The first dimension is the plate " 1 / 16 " from outside MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 established by others.section 6.3 These truss designs rely on lumber values Lumber design values are in accordance with ANSI/TPI 1 truss unless otherwise shown.Trusses are designed for wind loads in the plane of the NUMBERS/LETTERS.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTTHE LEFT.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE PRODUCT CODE APPROVALS ER-3907, ESR-2362, ESR-1397, ESR-3282ESR-1311, ESR-1352, ESR1988ICC-ES Reports: TOP CHORD 8 Numbering System 1 C1-8 C1-2 W 6-4-8 1 - 7 C7-8 TOP CHORDS BOTTOM CHORDS 7 2 W2-7 (Drawings not to scale) dimensions shown in ft-in-sixteenths WEBS © 2012 MiTek® All Rights Reserved C6-7C2-3 W 3 - 7 6 3 W3-6 C W 3 C5-6 - 4 4 - 6 54 C4-5 TOP CHORD Damage or Personal InjuryFailure to Follow Could Cause Property ANSI/TPI 1 Quality Criteria.20. Design assumes manufacture in accordance with is not sufficient. and pictures) before use. Reviewing pictures alone19. Review all portions of this design (front, back, words project engineer before use. environmental, health or performance risks. Consult with18. Use of green or treated lumber may pose unacceptable 17. Install and load vertically unless indicated otherwise. approval of an engineer.16. Do not cut or alter truss member or plate without prior15. Connections not shown are the responsibility of others. or less, if no ceiling is installed, unless otherwise noted.14. Bottom chords require lateral bracing at 10 ft. spacing, spacing indicated on design.13. Top chords must be sheathed or purlins provided at specified. in all respects, equal to or better than that 12. Lumber used shall be of the species and size, and indicated are minimum plating requirements.11. Plate type, size, orientation and location dimensions camber for dead load deflection. responsibility of truss fabricator. General practice is to10. Camber is a non-structural consideration and is the use with fire retardant, preservative treated, or green lumber.9. Unless expressly noted, this design is not applicable for shall not exceed 19% at time of fabrication.8. Unless otherwise noted, moisture content of lumber the environment in accord with ANSI/TPI 1.7. Design assumes trusses will be suitably protected from locations are regulated by ANSI/TPI 1. joint and embed fully. Knots and wane at joint6. Place plates on each face of truss at each 5. Cut members to bear tightly against each other. all other interested parties. designer, erection supervisor, property owner and4. Provide copies of this truss design to the building stack materials on inadequately braced trusses.3. Never exceed the design loading shown and never bracing should be considered. may require bracing, or alternative Tor I wide truss spacing, individual lateral braces themselves2. Truss bracing must be designed by an engineer. For diagonal or X-bracing, is always required. See BCSI.1. Additional stability bracing for truss system, e.g. General Safety Notes MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1843-A 6.12 LGI HMS 1843 HAWTHORN-A RF The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC West-Everett, WA. Pages or sheets covered by this seal: R58529946 thru R58529954 My license renewal date for the state of Washington is May 1, 2019. Cvjmejoh Efqu/ Sfwjfxfe June 19,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529946 1 A1Common Supported Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:54Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-IgokBtVDt7R7dalZJj0uGXO2Hd3UotA7SDlnLLz4zsP -1-0-015-0-0 6-11-1213-11-8 6-11-126-11-12 1-0-01-0-8 4x5= 5 12 6 46 18 17 1619 1 - 1 37 - 10 4 - - 3 15 20 4 28 3 - 41 9 - 0 1413121110 3x4=3x4= 13-11-8 Scale = 1:40.9 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.12Vert(LL)n/a-n/a999MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.06Vert(CT)n/a-n/a999 TCDL7.0Rep Stress IncrYESWB0.03Horz(CT)0.008n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 50 lbFT = 10% 1)Wind: ASCE 7-10; Vult=110mph (3-second gust)13)Provide mechanical connection (by others) of truss to LUMBER Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat.bearing plate capable of withstanding 11 lb uplift at joint TOP CHORD2x4 HF No.2 II; Exp B; Enclosed; MWFRS (envelope) exterior zone2, 22 lb uplift at joint 8, 26 lb uplift at joint 13, 38 lb uplift BOT CHORD2x4 HF No.2 and C-C Corner (3) -1-0-0 to 2-0-0, Exterior (2) 2-0-0 toat joint 14, 26 lb uplift at joint 11 and 37 lb uplift at joint OTHERS2x4 HF No.2 6-11-12, Corner (3) 6-11-12 to 9-11-12, Exterior (2)10. BRACING 9-11-12 to 15-0-0 zone; cantilever left and right LOAD CASE(S) Standard TOP CHORDStructural wood sheathing directly applied or exposed ; end vertical left and right exposed;C-C for 6-0-0 oc purlins. members and forces & MWFRS for reactions shown; BOT CHORDRigid ceiling directly applied or 10-0-0 oc Lumber DOL=1.33 plate grip DOL=1.33 bracing. 2)Truss designed for wind loads in the plane of the truss REACTIONS(lb/size)2=187/13-11-8, 8=190/13-11-8, only. For studs exposed to wind (normal to the face), 10=236/13-11-8, 11=143/13-11-8, see Standard Industry Gable End Details as applicable, 12=167/13-11-8, 13=143/13-11-8, or consult qualified building designer as per ANSI/TPI 1. 14=237/13-11-8 3)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Max Horiz2=-48 (LC 15) Category II; Exp B; Partially Exp.; Ct=1.10 Max Uplift2=-11 (LC 14), 8=-22 (LC 15), 4)Unbalanced snow loads have been considered for this 10=-37 (LC 15), 11=-26 (LC 15), design. 13=-26 (LC 14), 14=-38 (LC 14) 5)This truss has been designed for greater of min roof live Max Grav2=187 (LC 1), 8=190 (LC 1), load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on 10=236 (LC 1), 11=178 (LC 22), overhangs non-concurrent with other live loads. 12=167 (LC 1), 13=178 (LC 21), 6)As requested, plates have not been designed to provide 14=237 (LC 1) for placement tolerances or rough handling and erection FORCES(lb) - Maximum Compression/Maximum conditions. It is the responsibility of the fabricator to Tension increase plate sizes to account for these factors. TOP CHORD1-2=0/48, 2-15=-67/21, 3-15=-30/46, 7)All plates are 2x4 MT20 unless otherwise indicated. 3-16=-48/63, 16-17=-20/67, 4-17=-16/70, 8)Gable requires continuous bottom chord bearing. 4-5=-50/99, 5-6=-50/102, 6-18=-16/72, 9)Gable studs spaced at 2-0-0 oc. 18-19=-20/70, 7-19=-48/65, 7-20=-12/31, 10)This truss has been designed for a 10.0 psf bottom 8-20=-57/10, 8-9=0/50 chord live load nonconcurrent with any other live loads. BOT CHORD2-14=-11/56, 13-14=-11/56, 12-13=-11/56, 11)* This truss has been designed for a live load of 20.0psf 11-12=-11/56, 10-11=-11/56, 8-10=-11/56 on the bottom chord in all areas where a rectangle WEBS5-12=-122/0, 4-13=-147/100, 3-14=-173/99, 3-06-00 tall by 2-00-00 wide will fit between the bottom 6-11=-147/100, 7-10=-173/98 chord and any other members. 12)All bearings are assumed to be HF No.2 crushing NOTES capacity of 405 psi. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529947 1 A2Common1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:56Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-BS2F1EYjxMyY5C2LYY4qQNYdhEMzkhgjNqj?U6z4zsL -1-0-015-0-0 6-11-1213-11-8 6-11-126-11-12 1-0-01-0-8 5x6= 3 12 6 10 9 811 1 - 1 - 10 4 - - 3 7 12 4 24 3 - 4 1 5 - 0 6 3x6=2x43x6= = 6-11-1213-11-8 6-11-126-11-12 Scale = 1:41.8 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.54Vert(LL)-0.072-6>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.41Vert(CT)-0.132-6>999180 TCDL7.0Rep Stress IncrYESWB0.06Horz(CT)0.024n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 41 lbFT = 10% 5)As requested, plates have not been designed to provide LUMBER for placement tolerances or rough handling and erection TOP CHORD2x4 HF No.2 conditions. It is the responsibility of the fabricator to BOT CHORD2x4 HF No.2 increase plate sizes to account for these factors. WEBS2x4 HF No.2 6)This truss has been designed for a 10.0 psf bottom BRACING chord live load nonconcurrent with any other live loads. TOP CHORDStructural wood sheathing directly applied or 7)* This truss has been designed for a live load of 20.0psf 5-9-9 oc purlins. on the bottom chord in all areas where a rectangle BOT CHORDRigid ceiling directly applied or 10-0-0 oc 3-06-00 tall by 2-00-00 wide will fit between the bottom bracing. chord and any other members. REACTIONS(lb/size)2=645/0-5-8, 4=649/0-5-8 8)All bearings are assumed to be HF No.2 crushing Max Horiz2=-48 (LC 15) capacity of 405 psi. Max Uplift2=-43 (LC 14), 4=-44 (LC 15) 9)Provide mechanical connection (by others) of truss to FORCES(lb) - Maximum Compression/Maximum bearing plate capable of withstanding 43 lb uplift at joint Tension 2 and 44 lb uplift at joint 4. TOP CHORD1-2=0/49, 2-7=-823/47, 7-8=-736/57, LOAD CASE(S) Standard 8-9=-712/59, 3-9=-643/71, 3-10=-643/70, 10-11=-712/59, 11-12=-736/56, 4-12=-823/47, 4-5=0/51 BOT CHORD2-6=0/652, 4-6=0/652 WEBS3-6=0/313 NOTES 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 6-11-12, Exterior (2) 6-11-12 to 9-11-12, Interior (1) 9-11-12 to 15-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529948 1 B1Common Structural Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:56Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-BS2F1EYjxMyY5C2LYY4qQNYiqEK5kg5jNqj?U6z4zsL -1-0-031-0-0 12-11-1215-0-030-0-0 12-11-122-0-415-0-0 1-0-01-0-0 4x5= 14 1215 3637 3 - 14 -917 109 12 -- 73 6 719 4x12 = 11 11 - 520 6 15 - - 7 3 - 8 10 13 421 4 - 12 - 0 8 16 - 8 322 - 4 3 3538 6 18 29 32 223 3 88 - -- 124 4 33 - -- 0 00 3433313028272625 = 3x4=3x6=3x4=3x43x4= 6-3-1212-11-1219-10-030-0-0 6-3-126-8-06-10-410-2-0 Scale = 1:56.8 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.21Vert(LL)-0.0530-32>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.53Vert(CT)-0.1030-32>999180 TCDL7.0Rep Stress IncrYESWB0.10Horz(CT)0.0223n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 157 lbFT = 10% TOP CHORD1-2=0/48, 2-35=-195/13, 3-35=-157/23,5)This truss has been designed for greater of min roof live LUMBER 3-4=-159/20, 4-5=-148/26, 5-7=-135/46,load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on TOP CHORD2x4 HF No.2 *Except* 32-11,11-29:2x6 HF 7-9=-116/60, 9-36=-115/72, 12-36=-92/77,overhangs non-concurrent with other live loads. No.2 12-14=-124/94, 14-15=-125/86, 6)As requested, plates have not been designed to provide BOT CHORD2x4 HF No.2 15-37=-108/60, 17-37=-147/57, for placement tolerances or rough handling and erection WEBS2x4 HF Stud 17-19=-135/32, 19-20=-136/7, 20-21=-136/0, conditions. It is the responsibility of the fabricator to OTHERS2x4 HF Stud 21-22=-143/0, 22-38=-108/24, increase plate sizes to account for these factors. BRACING 23-38=-155/13, 23-24=0/48, 6-32=-700/91, 7)All plates are 2x4 MT20 unless otherwise indicated. TOP CHORDStructural wood sheathing directly applied or 6-8=-634/62, 8-10=-596/46, 10-11=-547/27, 8)Gable studs spaced at 2-0-0 oc. 6-0-0 oc purlins. 11-13=-569/45, 13-16=-590/43, 9)This truss has been designed for a 10.0 psf bottom BOT CHORDRigid ceiling directly applied or 10-0-0 oc 16-18=-631/51, 18-29=-726/64 chord live load nonconcurrent with any other live loads. bracing. BOT CHORD2-34=-21/128, 33-34=-21/128, 10)* This truss has been designed for a live load of 20.0psf JOINTS1 Brace at Jt(s): 13, 32-33=-21/128, 31-32=0/622, 30-31=0/622, on the bottom chord in all areas where a rectangle 10, 8, 16, 11 29-30=0/622, 28-29=-21/128, 27-28=-21/128, 3-06-00 tall by 2-00-00 wide will fit between the bottom REACTIONS(lb/size)2=220/6-5-8, 23=221/10-5-8, 26-27=-21/128, 25-26=-21/128, chord and any other members. 25=239/10-5-8, 26=140/10-5-8, 23-25=-21/128 11)All bearings are assumed to be HF No.2 crushing 27=186/10-5-8, 28=71/10-5-8, WEBS13-14=-60/2, 11-12=-180/67, 9-10=-109/44, capacity of 405 psi. 29=632/0-3-8, 32=983/6-5-8, 7-8=-85/36, 5-6=-150/65, 4-33=-147/54, 12)Provide mechanical connection (by others) of truss to 33=-288/6-5-8, 34=244/6-5-8 3-34=-148/63, 15-16=-92/44, 17-18=-157/56, bearing plate capable of withstanding 299 lb uplift at Max Horiz2=-96 (LC 15) 19-28=-126/53, 20-27=-128/53, joint 33, 38 lb uplift at joint 34, 35 lb uplift at joint 28, 27 Max Uplift25=-39 (LC 15), 26=-26 (LC 15), 21-26=-114/48, 22-25=-173/69, 11-30=0/282 lb uplift at joint 27, 26 lb uplift at joint 26, 39 lb uplift at 27=-27 (LC 15), 28=-35 (LC 15), joint 25 and 151 lb uplift at joint 32. NOTES 32=-151 (LC 14), 33=-299 (LC 21), 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) 34=-38 (LC 14) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. Max Grav2=220 (LC 1), 23=230 (LC 22), II; Exp B; Enclosed; MWFRS (envelope) exterior zone 25=239 (LC 1), 26=140 (LC 1), and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 27=187 (LC 22), 28=71 (LC 1), 15-0-0, Exterior (2) 15-0-0 to 18-0-0, Interior (1) 18-0-0 29=632 (LC 1), 32=990 (LC 21), to 31-0-0 zone; cantilever left and right exposed ; end 33=49 (LC 14), 34=245 (LC 21) vertical left and right exposed;C-C for members and FORCES(lb) - Maximum Compression/Maximum forces & MWFRS for reactions shown; Lumber Tension DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4)Unbalanced snow loads have been considered for this design. June 19,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529948 1 B1Common Structural Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:56Page: 2 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-BS2F1EYjxMyY5C2LYY4qQNYiqEK5kg5jNqj?U6z4zsL 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529949 1 B2Common17 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:57Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-febdEaZMif4PjLdX6Gb3za5k7ebfT4psbUTY1Yz4zsK -1-0-031-0-0 7-9-415-0-022-2-1230-0-0 7-9-47-2-127-2-127-9-4 1-0-01-0-0 5x6= 4 1213 12 1114 6 = 2x42x4 = 35 3 - 15 10 - - 3 7 - 8 1015 26 3 - 17 4 - 0 916178 3x6=5x8=3x4=3x6= 10-0-020-0-030-0-0 10-0-010-0-010-0-0 Scale = 1:56.8 Plate Offsets (X, Y):\[9:0-4-0,0-3-4\] Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.82Vert(LL)-0.488-9>738240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.90Vert(CT)-0.668-9>539180 TCDL7.0Rep Stress IncrYESWB0.20Horz(CT)0.096n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 107 lbFT = 10% 4)This truss has been designed for greater of min roof live LUMBER load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on TOP CHORD2x4 HF No.2 overhangs non-concurrent with other live loads. BOT CHORD2x4 HF No.2 5)As requested, plates have not been designed to provide WEBS2x4 HF No.2 for placement tolerances or rough handling and erection BRACING conditions. It is the responsibility of the fabricator to TOP CHORDStructural wood sheathing directly applied or increase plate sizes to account for these factors. 2-2-0 oc purlins. 6)This truss has been designed for a 10.0 psf bottom BOT CHORDRigid ceiling directly applied or 10-0-0 oc chord live load nonconcurrent with any other live loads. bracing. 7)* This truss has been designed for a live load of 20.0psf REACTIONS(lb/size)2=1319/0-5-8, 6=1319/0-5-8 on the bottom chord in all areas where a rectangle Max Horiz2=-96 (LC 15) 3-06-00 tall by 2-00-00 wide will fit between the bottom Max Uplift2=-71 (LC 14), 6=-71 (LC 15) chord and any other members, with BCDL = 10.0psf. FORCES(lb) - Maximum Compression/Maximum 8)All bearings are assumed to be HF No.2 crushing Tension capacity of 405 psi. TOP CHORD1-2=0/49, 2-10=-2176/77, 3-10=-2082/103, 9)Provide mechanical connection (by others) of truss to 3-11=-1928/95, 11-12=-1819/106, bearing plate capable of withstanding 71 lb uplift at joint 4-12=-1805/119, 4-13=-1805/119, 2 and 71 lb uplift at joint 6. 13-14=-1819/106, 5-14=-1928/95, LOAD CASE(S) Standard 5-15=-2082/103, 6-15=-2176/77, 6-7=0/49 BOT CHORD2-9=-110/1847, 9-16=0/1236, 16-17=0/1236, 8-17=0/1236, 6-8=-22/1847 WEBS4-8=-45/776, 5-8=-497/180, 4-9=-45/776, 3-9=-497/180 NOTES 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 15-0-0, Exterior (2) 15-0-0 to 18-0-0, Interior (1) 18-0-0 to 31-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529950 1 B3Common Supported Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:57Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-febdEaZMif4PjLdX6Gb3za5v9eojT5JsbUTY1Yz4zsK -1-0-031-0-0 15-0-030-0-0 15-0-015-0-0 1-0-01-0-0 4x5= 9 810 3435 711 12 3336 6 612 3 - 513 15 10 - - 3 7 - 8 414 315 3237 216 3 - 4117 - 0 3130292827262524232221201918 3x4=3x4=3x4= 30-0-0 Scale = 1:56 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.11Vert(LL)n/a-n/a999MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.06Vert(CT)n/a-n/a999 TCDL7.0Rep Stress IncrYESWB0.16Horz(CT)0.0016n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 139 lbFT = 10% TOP CHORD1-2=0/48, 2-32=-111/38, 3-32=-102/58,5)This truss has been designed for greater of min roof live LUMBER 3-4=-82/57, 4-5=-61/70, 5-6=-51/88,load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on TOP CHORD2x4 HF No.2 6-33=-43/113, 7-33=-30/117, 7-34=-55/149,overhangs non-concurrent with other live loads. BOT CHORD2x4 HF No.2 8-34=-47/153, 8-9=-64/181, 9-10=-64/183, 6)As requested, plates have not been designed to provide OTHERS2x4 HF No.2 10-35=-47/155, 11-35=-55/151, for placement tolerances or rough handling and erection BRACING 11-36=-30/119, 12-36=-43/115, 12-13=-42/85, conditions. It is the responsibility of the fabricator to TOP CHORDStructural wood sheathing directly applied or 13-14=-41/50, 14-15=-51/20, 15-37=-61/34, increase plate sizes to account for these factors. 6-0-0 oc purlins. 16-37=-80/19, 16-17=0/48 7)All plates are 2x4 MT20 unless otherwise indicated. BOT CHORDRigid ceiling directly applied or 10-0-0 oc BOT CHORD2-31=-25/94, 30-31=-25/94, 29-30=-25/94, 8)Gable requires continuous bottom chord bearing. bracing. 28-29=-25/94, 27-28=-25/94, 26-27=-25/94, 9)Gable studs spaced at 2-0-0 oc. REACTIONS(lb/size)2=187/30-0-0, 16=187/30-0-0, 25-26=-25/94, 24-25=-25/94, 23-24=-25/94, 10)This truss has been designed for a 10.0 psf bottom 18=239/30-0-0, 19=143/30-0-0, 22-23=-25/94, 21-22=-25/94, 20-21=-25/94, chord live load nonconcurrent with any other live loads. 20=174/30-0-0, 21=166/30-0-0, 19-20=-25/94, 18-19=-25/94, 16-18=-25/94 11)* This truss has been designed for a live load of 20.0psf 22=169/30-0-0, 23=168/30-0-0, WEBS9-24=-131/0, 8-25=-202/92, 7-26=-182/67, on the bottom chord in all areas where a rectangle 24=156/30-0-0, 25=168/30-0-0, 6-28=-129/58, 5-29=-132/62, 4-30=-113/54, 3-06-00 tall by 2-00-00 wide will fit between the bottom 26=169/30-0-0, 28=166/30-0-0, 3-31=-174/92, 10-23=-202/92, chord and any other members. 29=174/30-0-0, 30=143/30-0-0, 11-22=-182/67, 12-21=-129/58, 12)All bearings are assumed to be HF No.2 crushing 31=239/30-0-0 13-20=-132/62, 14-19=-113/54, capacity of 405 psi. Max Horiz2=-96 (LC 15) 15-18=-174/92 Max Uplift2=-10 (LC 15), 18=-38 (LC 15), NOTES 19=-25 (LC 15), 20=-29 (LC 15), 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) 21=-28 (LC 15), 22=-31 (LC 15), Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. 23=-23 (LC 15), 25=-25 (LC 14), II; Exp B; Enclosed; MWFRS (envelope) exterior zone 26=-30 (LC 14), 28=-28 (LC 14), and C-C Corner (3) -1-0-0 to 2-0-0, Exterior (2) 2-0-0 to 29=-29 (LC 14), 30=-25 (LC 14), 15-0-0, Corner (3) 15-0-0 to 18-0-0, Exterior (2) 18-0-0 31=-39 (LC 14) to 31-0-0 zone; cantilever left and right exposed ; end Max Grav2=187 (LC 1), 16=187 (LC 1), vertical left and right exposed;C-C for members and 18=239 (LC 1), 19=143 (LC 22), forces & MWFRS for reactions shown; Lumber 20=174 (LC 1), 21=169 (LC 22), DOL=1.33 plate grip DOL=1.33 22=222 (LC 22), 23=242 (LC 22), 2)Truss designed for wind loads in the plane of the truss 24=171 (LC 27), 25=242 (LC 21), only. For studs exposed to wind (normal to the face), 26=222 (LC 21), 28=169 (LC 21), see Standard Industry Gable End Details as applicable, 29=174 (LC 1), 30=143 (LC 21), or consult qualified building designer as per ANSI/TPI 1. 31=239 (LC 1) 3)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); FORCES(lb) - Maximum Compression/Maximum Category II; Exp B; Partially Exp.; Ct=1.10 Tension 4)Unbalanced snow loads have been considered for this design. June 19,2019 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529950 1 B3Common Supported Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:57Page: 2 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-febdEaZMif4PjLdX6Gb3za5v9eojT5JsbUTY1Yz4zsK 13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2, 25 lb uplift at joint 25, 30 lb uplift at joint 26, 28 lb uplift at joint 28, 29 lb uplift at joint 29, 25 lb uplift at joint 30, 39 lb uplift at joint 31, 23 lb uplift at joint 23, 31 lb uplift at joint 22, 28 lb uplift at joint 21, 29 lb uplift at joint 20, 25 lb uplift at joint 19 and 38 lb uplift at joint 18. 14)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 16. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529951 1 C1Common Structural Gable1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:58Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-7q9?SwZ_TzCGLVCjfz6IWoe2e25PCal0q8C6Z?z4zsJ -1-0-011-6-0 5-3-010-6-0 5-3-05-3-0 1-0-01-0-0 4x5= 12 4 6 2x42x4 == 35 11 714 - - 13 5 11 - - 3 2 6 2 3 - 4 17 - 0 12111098 3x4=2x42x42x43x4= === 5-10-410-6-0 5-3-09-7-12 5-3-03-9-8 0-7-40-10-4 Scale = 1:38.7 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.19Vert(LL)-0.018-9>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.16Vert(CT)-0.018-9>999180 TCDL7.0Rep Stress IncrYESWB0.02Horz(CT)0.006n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 35 lbFT = 10% 2)Truss designed for wind loads in the plane of the truss LUMBER only. For studs exposed to wind (normal to the face), TOP CHORD2x4 HF No.2 see Standard Industry Gable End Details as applicable, BOT CHORD2x4 HF No.2 or consult qualified building designer as per ANSI/TPI 1. WEBS2x4 HF No.2 3)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); OTHERS2x4 HF No.2 Category II; Exp B; Partially Exp.; Ct=1.10 BRACING 4)Unbalanced snow loads have been considered for this TOP CHORDStructural wood sheathing directly applied or design. 6-0-0 oc purlins. 5)This truss has been designed for greater of min roof live BOT CHORDRigid ceiling directly applied or 10-0-0 oc load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on bracing. overhangs non-concurrent with other live loads. REACTIONS(lb/size)2=204/6-0-0, 6=67/1-0-0, 6)As requested, plates have not been designed to provide 8=241/0-3-8, 10=260/0-3-8, for placement tolerances or rough handling and erection 11=-23/6-0-0, 12=254/6-0-0 conditions. It is the responsibility of the fabricator to Max Horiz2=-37 (LC 15) increase plate sizes to account for these factors. Max Uplift2=-19 (LC 14), 6=-52 (LC 5), 8=-44 7)Gable studs spaced at 2-0-0 oc. (LC 20), 10=-43 (LC 15), 11=-37 8)This truss has been designed for a 10.0 psf bottom (LC 22), 12=-42 (LC 14) chord live load nonconcurrent with any other live loads. Max Grav2=204 (LC 1), 6=286 (LC 20), 9)* This truss has been designed for a live load of 20.0psf 8=254 (LC 22), 10=277 (LC 22), on the bottom chord in all areas where a rectangle 11=57 (LC 15), 12=275 (LC 21) 3-06-00 tall by 2-00-00 wide will fit between the bottom FORCES(lb) - Maximum Compression/Maximum chord and any other members. Tension 10)All bearings are assumed to be HF No.2 crushing TOP CHORD1-2=0/48, 2-13=-80/24, 3-13=-29/35, capacity of 405 psi. 3-4=-63/62, 4-5=-54/62, 5-14=-34/31, 11)Provide mechanical connection (by others) of truss to 6-14=-95/20, 6-7=0/50 bearing plate capable of withstanding 19 lb uplift at joint BOT CHORD2-12=0/40, 11-12=0/40, 10-11=0/40, 2, 52 lb uplift at joint 6, 37 lb uplift at joint 11, 42 lb uplift 9-10=0/40, 8-9=0/40, 6-8=0/40 at joint 12, 43 lb uplift at joint 10 and 44 lb uplift at joint WEBS4-11=-111/0, 3-12=-197/88, 5-9=-123/708. LOAD CASE(S) Standard NOTES 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-3-0, Exterior (2) 5-3-0 to 8-3-0, Interior (1) 8-3-0 to 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529952 1 C2Common1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:58Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-7q9?SwZ_TzCGLVCjfz6IWoe1C24ECaQ0q8C6Z?z4zsJ -1-0-011-6-0 5-3-010-6-0 5-3-05-3-0 1-0-01-0-0 4x5= 12 3 6 89 11 7 10 - - 7 5 -11 - 3 2 24 3 - 4 15 - 0 6 3x4=2x43x4= = 5-3-010-6-0 5-3-05-3-0 Scale = 1:38.4 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.28Vert(LL)-0.022-6>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.23Vert(CT)-0.042-6>999180 TCDL7.0Rep Stress IncrYESWB0.04Horz(CT)0.014n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 32 lbFT = 10% 5)As requested, plates have not been designed to provide LUMBER for placement tolerances or rough handling and erection TOP CHORD2x4 HF No.2 conditions. It is the responsibility of the fabricator to BOT CHORD2x4 HF No.2 increase plate sizes to account for these factors. WEBS2x4 HF No.2 6)This truss has been designed for a 10.0 psf bottom BRACING chord live load nonconcurrent with any other live loads. TOP CHORDStructural wood sheathing directly applied or 7)* This truss has been designed for a live load of 20.0psf 6-0-0 oc purlins. on the bottom chord in all areas where a rectangle BOT CHORDRigid ceiling directly applied or 10-0-0 oc 3-06-00 tall by 2-00-00 wide will fit between the bottom bracing. chord and any other members. REACTIONS(lb/size)2=500/0-5-8, 4=500/0-5-8 8)All bearings are assumed to be HF No.2 crushing Max Horiz2=-37 (LC 15) capacity of 405 psi. Max Uplift2=-37 (LC 14), 4=-37 (LC 15) 9)Provide mechanical connection (by others) of truss to FORCES(lb) - Maximum Compression/Maximum bearing plate capable of withstanding 37 lb uplift at joint Tension 2 and 37 lb uplift at joint 4. TOP CHORD1-2=0/49, 2-7=-592/50, 7-8=-525/57, LOAD CASE(S) Standard 3-8=-457/68, 3-9=-457/72, 9-10=-525/61, 4-10=-592/54, 4-5=0/49 BOT CHORD2-6=0/464, 4-6=0/464 WEBS3-6=0/230 NOTES 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 5-3-0, Exterior (2) 5-3-0 to 8-3-0, Interior (1) 8-3-0 to 11-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529953 1 C3Roof Special1 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 S Jun 8 2019 Print: 8.240 S Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:58Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-7q9?SwZ_TzCGLVCjfz6IWoe3n240CZY0q8C6Z?z4zsJ 10-10-8 4-8-09-10-8 4-8-05-2-8 1-0-0 1 12 2 6 = 3x4 16 3 3 - 9 4 - 5 15 5 14 6 3 - 3x6 = 13 74 - 0 12111098 3x4=3x4= 4-8-09-10-8 4-8-05-2-8 Scale = 1:47.2 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.18Vert(LL)-0.028-9>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.25Vert(CT)-0.048-9>999180 TCDL7.0Rep Stress IncrYESWB0.10Horz(CT)0.016n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-R BCDL10.0Weight: 49 lbFT = 10% 3)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); LUMBER Category II; Exp B; Partially Exp.; Ct=1.10 TOP CHORD2x4 HF No.2 4)Unbalanced snow loads have been considered for this BOT CHORD2x4 HF No.2 design. WEBS2x4 HF No.2 5)This truss has been designed for greater of min roof live OTHERS2x4 HF No.2 load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on BRACING overhangs non-concurrent with other live loads. TOP CHORDStructural wood sheathing directly applied or 6)As requested, plates have not been designed to provide 6-0-0 oc purlins, except end verticals. for placement tolerances or rough handling and erection BOT CHORDRigid ceiling directly applied or 10-0-0 oc conditions. It is the responsibility of the fabricator to bracing. increase plate sizes to account for these factors. JOINTS1 Brace at Jt(s): 14 7)All plates are 2x4 MT20 unless otherwise indicated. REACTIONS(lb/size)6=483/0-5-8, 13=394/0-2-0 8)Gable studs spaced at 2-0-0 oc. Max Horiz13=-144 (LC 10) 9)This truss has been designed for a 10.0 psf bottom Max Uplift6=-34 (LC 15), 13=-25 (LC 15) chord live load nonconcurrent with any other live loads. Max Grav6=498 (LC 22), 13=461 (LC 22) 10)* This truss has been designed for a live load of 20.0psf FORCES(lb) - Maximum Compression/Maximum on the bottom chord in all areas where a rectangle Tension 3-06-00 tall by 2-00-00 wide will fit between the bottom TOP CHORD1-13=-108/38, 1-2=-58/53, 2-16=-100/61, chord and any other members. 3-16=-108/48, 3-4=-481/49, 4-5=-519/34, 11)All bearings are assumed to be HF No.2 crushing 5-6=-565/8, 6-7=0/49 capacity of 405 psi. BOT CHORD12-13=0/448, 11-12=0/448, 10-11=0/448, 12)Provide mechanical connection (by others) of truss to 9-10=0/448, 8-9=0/448, 6-8=0/448 bearing plate at joint(s) 13. WEBS3-10=-8/207, 13-14=-513/96, 14-15=-481/88, 13)Provide mechanical connection (by others) of truss to 3-15=-502/95, 2-14=-114/90, 12-14=-50/74, bearing plate capable of withstanding 25 lb uplift at joint 11-15=-43/19, 4-9=-33/29, 5-8=-32/40 13 and 34 lb uplift at joint 6. NOTES LOAD CASE(S) Standard 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) 9-8-12 to 14-3-0, Interior (1) 14-3-0 to 20-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 JobTrussTruss TypeQtyPly LGI HMS 1843 HAWTHORN-A RF R58529954 1 D1Monopitch3 1843-A 6 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201,Run: 8.24 E Jun 8 2019 Print: 8.240 E Jun 8 2019 MiTek Industries, Inc. Tue Jun 18 17:44:59Page: 1 ID:iRKY6ijn6J2N8wPZnMmGhJy544f-b1jNfGacDHK7yfnwDheX2?AFWSTgx1M93oyf5Rz4zsI -1-0-0 1-11-8 1-11-8 1-0-0 12 6 2x4 = 3 15 - 11 3 - 2 - 9 1 3 - - 1 4 4 1 - 0 3x4=2x4 = 1-11-8 Scale = 1:31.3 Loading(psf)Spacing2-0-0CSIDEFLin(loc)l/deflL/dPLATESGRIP TCLL25.0Plate Grip DOL1.15TC0.12Vert(LL)0.002-4>999240MT20185/148 (Roof Snow = 25.0)Lumber DOL1.15BC0.03Vert(CT)0.002-4>999180 TCDL7.0Rep Stress IncrYESWB0.00Horz(CT)0.004n/an/a BCLL0.0*CodeIRC2015/TPI2014Matrix-P BCDL10.0Weight: 7 lbFT = 10% 7)* This truss has been designed for a live load of 20.0psf LUMBER on the bottom chord in all areas where a rectangle TOP CHORD2x4 HF No.2 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD2x4 HF No.2 chord and any other members. WEBS2x4 HF No.2 8)Bearings are assumed to be: Joint 2 HF No.2 crushing BRACING capacity of 405 psi. TOP CHORDStructural wood sheathing directly applied or 9)Refer to girder(s) for truss to truss connections. 1-11-8 oc purlins, except end verticals. 10)Provide mechanical connection (by others) of truss to BOT CHORDRigid ceiling directly applied or 10-0-0 oc bearing plate capable of withstanding 5 lb uplift at joint 4 bracing. and 25 lb uplift at joint 2. REACTIONS(lb/size)2=161/0-5-8, 4=54/ Mechanical LOAD CASE(S) Standard Max Horiz2=33 (LC 11) Max Uplift2=-25 (LC 14), 4=-5 (LC 20) Max Grav2=185 (LC 20), 4=54 (LC 1) FORCES(lb) - Maximum Compression/Maximum Tension TOP CHORD1-2=0/48, 2-3=-39/20, 3-4=-37/33 BOT CHORD2-4=-12/13 NOTES 1)Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior (2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 19,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 MiTek USA, Inc. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 400 Sunrise Avenue, Suite 270 Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Roseville, CA 95661 Connected Wood Trusses. Installing & Bracing of Metal Plate Guide to Good Practice for Handling,BCSI: Building Component Safety Information,DSB-89: Design Standard for Bracing. Plate Connected Wood Truss Construction.ANSI/TPI1: National Design Specification for Metal Industry Standards:LATERAL BRACING LOCATION BEARING PLATE SIZEPLATE LOCATION AND ORIENTATION Symbols * 4 x 4 software or upon request.Plate location details available in MiTek 20/20 1 3 / 4 " 0 - 1 / if indicated.output. Use T or I bracingby text in the bracing section of theIndicated by symbol shown and/or Min size shown is for crushing only.number where bearings occur.reaction section indicates joint(supports) occur. Icons vary butIndicates location where bearings 16 connector plates.required direction of slots inThis symbol indicates the plates 0- For 4 x 2 orientation, locate edge of truss.and fully embed teeth.Apply plates to both sides of trussDimensions are in ft-in-sixteenths.offsets are indicated.Center plate on joint unless x, y the length parallel to slots.to slots. Second dimension iswidth measured perpendicular The first dimension is the plate " 1 / 16 " from outside MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 established by others.section 6.3 These truss designs rely on lumber values Lumber design values are in accordance with ANSI/TPI 1 truss unless otherwise shown.Trusses are designed for wind loads in the plane of the NUMBERS/LETTERS.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTTHE LEFT.AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE PRODUCT CODE APPROVALS ER-3907, ESR-2362, ESR-1397, ESR-3282ESR-1311, ESR-1352, ESR1988ICC-ES Reports: TOP CHORD 8 Numbering System 1 C1-8 C1-2 W 6-4-8 1 - 7 C7-8 TOP CHORDS BOTTOM CHORDS 7 2 W2-7 (Drawings not to scale) dimensions shown in ft-in-sixteenths WEBS © 2012 MiTek® All Rights Reserved C6-7C2-3 W 3 - 7 6 3 W3-6 C W 3 C5-6 - 4 4 - 6 54 C4-5 TOP CHORD Damage or Personal InjuryFailure to Follow Could Cause Property ANSI/TPI 1 Quality Criteria.20. Design assumes manufacture in accordance with is not sufficient. and pictures) before use. Reviewing pictures alone19. Review all portions of this design (front, back, words project engineer before use. environmental, health or performance risks. Consult with18. Use of green or treated lumber may pose unacceptable 17. Install and load vertically unless indicated otherwise. approval of an engineer.16. Do not cut or alter truss member or plate without prior15. Connections not shown are the responsibility of others. or less, if no ceiling is installed, unless otherwise noted.14. Bottom chords require lateral bracing at 10 ft. spacing, spacing indicated on design.13. Top chords must be sheathed or purlins provided at specified. in all respects, equal to or better than that 12. Lumber used shall be of the species and size, and indicated are minimum plating requirements.11. Plate type, size, orientation and location dimensions camber for dead load deflection. responsibility of truss fabricator. General practice is to10. Camber is a non-structural consideration and is the use with fire retardant, preservative treated, or green lumber.9. Unless expressly noted, this design is not applicable for shall not exceed 19% at time of fabrication.8. Unless otherwise noted, moisture content of lumber the environment in accord with ANSI/TPI 1.7. Design assumes trusses will be suitably protected from locations are regulated by ANSI/TPI 1. joint and embed fully. Knots and wane at joint6. Place plates on each face of truss at each 5. Cut members to bear tightly against each other. all other interested parties. designer, erection supervisor, property owner and4. Provide copies of this truss design to the building stack materials on inadequately braced trusses.3. Never exceed the design loading shown and never bracing should be considered. may require bracing, or alternative Tor I wide truss spacing, individual lateral braces themselves2. Truss bracing must be designed by an engineer. For diagonal or X-bracing, is always required. See BCSI.1. Additional stability bracing for truss system, e.g. General Safety Notes Permit Center Dept. of Community Development th 345-6Street, Suite 600*Bremerton*WA*98337-1873 WHOLE HOUSE VENTILATION USING THE PRESCRIPTIVE METHOD IN 2015 IRC Purpose: We have all heard about office and school buildings which cause people to become ill. If improperly ventilated, our homes can cause some of us to become ill too. With all of the new materials we use to construct and furnish our buildings, it is very important that our homes are ventilated in such a way as to provide us with a method to get the stale air out and fresh air in. Please check the appropriate box to describe which of the four prescriptive Whole House Ventilation Systems you will be using, and fill in any blanks or boxes under the system you choose. x Option 1. Whole house Ventilation Using Exhaust Fans (IRC Section M1507.3.4) ________ CFMExhaust Fan Flow Rating Per Table M1507.3.3(1)and multiplied by factor in Table M1507.3.3(2) (attached). Location of whole house exhaust fan(s) must be shown on the plans. The intermittent mechanical ventilation system shall operate at least one hourout of every four when designed for intermittent operation in accordance with Table M1507.3.3(2). Fan Controls: 24 hour clock timer capableof continuous operation, with manual and automatic control,&beaccessible Whole house fans located 4 feet or less from the interior grilleshall have a sone rating of 1.0or less at 0.1 inches w.g.per HVI 915 (2009) At the time of final inspection, the automatic control shall be set to operate the whole-house fan according to the schedule used to calculate the whole-house fan sizing. Outdoor air shall be distributed to each habitable room by individual outdoor air inlets with controllable and secure openings, provide at least 4 sq. in. of opening for each space, located at least 10 feet from appliance ducts, and located away from where objectionable odors, fumes and vapors are present. Option 2.Whole house Ventilation Integrated with a Forced Air Heating System (IRC Section M1507.3.5) ________ inch Fresh air duct, connected to the furnace return plenum, sized Per SectionM1507.3.3. Integrated forced-air ventilation systems shall have an outdoor air inlet duct connecting a terminal element on the outside of the building to the return air plenum of the forced-air system, at a point within 4 feet upstream of the air handler. The outdoor air inlet duct connection to the return air stream shall be located upstream of the forced-air system blower and shall not be connected directlyinto a furnace cabinet to prevent thermal shock to the heat exchanger. The system will be equipped with a motorized damper connected to the automatic ventilation control as specified in Section M1507.3.2. The required flow rate shall be verified by field testing with a flow hood or a flow measuring station. Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located All Ventilation supply ducts in the conditioned space shall be insulated to a minimum of R-4 Option 3. Whole house Ventilation Using a Supply Fan (IRC Section M1507.3.6) ________ inch Outdoor air inlet duct, connected to the furnace supply air stream, sized Per Table M1507.6.2. (attached) Fresh Air inlet:Back-draft Damper plus one of the following:(Choose one) Calibrated manual volume damper installed and set to meet the measured flow rates in Table 1507.3.3(1) (attached) by field testing uctions. A manual volume damper installed and set to meet the measured flow rates specified in Table M1507.3.3(1)by field testing with a flow hood or flow measuring station. An automatic flow-regulating device sized to the specified flow rate in Table M1507.3.3(1) which provides constant flow over a pressure range of 0.20 to 0.60 inches water gauge. Outdoor Air inlets shall be screened or otherwise protected from entry by leaves or other material and located All Ventilation supply ducts in the conditioned space shall be insulated to a minimum of R-4 Cvjmejoh Option 4. Whole house Ventilation Using a Heat Recovery Ventilation System Efqu/ All duct work in heat recovery system shall be at least 6 inches in diameter Balancing dampers shall be installed on the inlet and exhaust side. Sfwjfxfe Flow measurement grids shall be installed on the supply and return. System minimum flow rating shall not be less than specified in Table M1507.3.3(1). Outdoor air inlets shall be screened or otherwise protected from entry by leaves or other material and located Ventilation Supply Ducts in the conditioned space upstream of the heat exchanger shall be insulated to aminimum of R-4 General Requirements At the time of final inspection, the automatic control time shall be set to operate the whole house fan according to the schedule used for the calculation. 24-hour clock timer installed with capability of continuous operation, manual and automatic control, readily accessible. system operation description. Standard air leakage caulking shall be installed in the following locations (WSEC Table R402.4.1.1): a) Wiring / plumbing / duct register penetrations b) Rim joist / mud sill (heated lower floors) c) Light fixture / flue penetrations d) Around window and door frames Airflow between fresh air ports OR openable screened windows and whole-house fan ensured by undercut RC M1507.3) REFERENCE TABLES Table M1507.3.3(1) Continuous Whole House Ventilation System Airflow Rate Requirements (cfm) Number of Bedrooms 2 Floor Area (ft) 0-1 2-3 4-5 6-7 >7 <1500 30 45 60 75 90 1501 3000 45 60 75 90 105 3001 4500 60 75 90 105 120 4501 6000 75 90 105 120 135 6001 7500 90 105 120 135 150 >7500 105 120 135 150 165 Table M1507.3.3(2) Intermittent Whole House Mechanical Ventilation Factors Run-Time Percentage in Each 4-Hour Segment 25% 33% 50% 66% 75% 100% Factor 4 3 2 1.5 1.3 1.0 Table M1507.3.6.2 Prescriptive Supply Fan Duct Sizing Specified Volume Minimum Smooth Minimum Flexible Duct from Table Duct Diameter Diameter M1507.3.3(1) 5090 cfm 4 inch 5 inch 90-150 cfm 5 inch 6 inch 150-250 cfm 6 inch7 inch 250-400 cfm 7 inch 8 inch PRESCRIPTIVE HEATING SYSTEM SIZING All heating equipment must be sized using a recognized engineering practice. Typical sources include: ASHRAE Handbook of Fundamentals. ACCA Manual J, 8 th Edition- Residential Load Calculation. ACCA Manual N- Commercial Load Calculation. WSEC: www.energy.wsu.edu/code CVJMEJOH!QFSNJU 4780 DEADWOOD ST LOT30 NEW SFR - BAY VISTA (BASIC INSPECTION CARD 1843) - LOT 30 PROTECT THIS CARD FROM THE WEATHER BuildingPlumbingMechanicalAlarm/Sprinkler This Placard must be posted on or near building and the Permit &"Approved" plans must be at the site. Permit # BB20 00408 POST ON SITE Call the following Agency Telephone Numbers for inspections: - Property lines shall be properly identified and marked before foundation footing inspection. Setbacks are measured to the Building Department Inspections:(360)473-5870 finished wall structure. Cross Connection/Grease Interceptor:(360)473-5927 - Reinspection fee may be assessed if inspection has been PW Development Engineering:(360)473-2325 requested when not ready or corrections are not completed. Kitsap Public Health:(360)728-2235- Permit, approved plans, engineering, and inspection card shall be on site during construction or Reinspection Fee may be Fire - Fire Department:(360)473-5385 assessed. L&I - Dept. of Labor and Industry:(360) 308-2800 InspectionAPPDATENotes Geotech Inspection-Footings bearing on native or bearing soil. Send report to Bldg. Dept. Foundation Footings, Property lines shall be properly identified Foundation Walls / Hold downs PW - Drainage Plumbing Groundwork Underfloor Framing Inspection/Anchor Bolts & Washers/Hold Downs Slab On Grade garage floor pre-pour inspection. Shear Wall Panels/Braced Wall Panels Mechanical Rough-In Plumbing Rough-In Gas Piping Pressure Test L&I - Electrical Cover Inspection Before Framing (State of Washington) Framing Inspection (Mechanical & Plumb Rough-In, Elect Cover Completed) Insulation - Wall SHEAR WALL INTERIOR Sheetrock Nailing Paved Driveway & parking areas Insulation - Ceiling Insulation - Underfloor Energy Code - Duct Testing - Provide signed affidavit to Bldg Dept FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page1 of 2 CVJMEJOH!QFSNJU 4780 DEADWOOD ST LOT30 NEW SFR - BAY VISTA (BASIC INSPECTION CARD 1843) - LOT 30 PROTECT THIS CARD FROM THE WEATHER InspectionAPPDATENotes Energy Code - Air Leakage Test (Blower Door Test) L&I - Electrical Final Inspection PW - Sewer Lateral PW - Final Inspection - Utilities Sewer line video inspection Final Inspection - Building FINAL BUILDING (360) 473-5870 All of the above must be approved. Approved Final Inspection grants occupancy for single-family residence only. Commercial structures require separate Certificate of Occupancy. DO NOT OCCUPY BUILDING WITHOUT BUILDING DEPARTMENT APPROVAL Page2 of 2 1:027031