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HomeMy WebLinkAboutDOC-2021-Approved Plans - GENERAL CONSTRUCTION NOTES DEFINITIONS CONTACT INFORMATION I:C 1 1 - SUB-CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: A.B. : ANCHOR BOLT DESIGN TECHNICIAN FORcob-Esc:0-"' "t MEETING ALL LOCAL & STATE CODE REQUIREMENTS, REVIEWING APPROVED PLANS & COMPLYING WITH ALL APPROVED A.P.A. : THE ENGINEERED WOOD ASSOCIATION 1 1 Prescriptive compliance is based on Table R402.1.1 with the following modifications: 0.5 I) T y 4A{ NTS OF THE ENGINEERING &THE BUILDING DEPARTMENT, MEETING ALL SAFETY REQUIREMENTS & STANDARD SAFETY PRACTICES THAT (FORMERLY AMERICAN PLYWOOD ASSOCIATION) Vertical fenestration U = 0.24 J HELKOWSKI G4, �� MENDED & OR REQ. BY STATE & LOCAL AUTHORITIES, & VERIFYING ACCURACY OF ALL DIMENSIONS. BLKG. : BLOCKING ,,LE THE DRAWINGS! IF DISCREPANCIES OCCUR, PLEASE CONTACT THE DESIGNER. BRG. BEARING Compliance based on R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour DRAFTING TECHNICIAN B.U. : BUILT UP maximum at 50 Pascals or J HELKOWSKI4( Unj �4, 1891 wt' e GES ARE TO BE MADE TO THE PLAN WITHOUT THE CONSENT OF THE DESIGNER, ENGINEER & BUILDING DEPARTMENT. CANT. : CANTILEVERED N,4COSC%6' C.F.M. : CUBIC FEET PER MINUTE For R-2 Occupancies, optional compliance based on Section R402.4.1.2: Reduce the tested CUSTOMER bFIELD�e 3. IS REQ. AT ALL PENETRATIONS AT THE WALLS & PLATES INCLUDING PLUMBING, ELECTRICAL & MECHANICAL PENETRATIONS. FIRE- CONT. : CONTINUOUS air leakage to 0.3 cfm/sf maximum at 50 Pascals and NATE SCOTT & MITZI MURRAY U BLOCK AT 10' O.C. HORIZONTALLY IN WALL CAVITIES MIN. DBL. : DOUBLE XXX OAKES AVE DW. : DISHWASHER All whole house ventilation requirements as determined by Section M1507.3 of the ANACORTES, WA 98221 4 -W.H. IS TO BE INSTALLED PER MFR. SPECIFICATIONS, 2018 IRC. REQUIREMENTS & THE STATE ADOPTED PLUMBING CODE. TANK MUST BE D.F. : DOUGLAS FIR International Residential Code or Section 403.8 of the International Mechanical Code shall 360-708-2354 i STRAPPED AT THE UPPER & LOWER THIRD OF THE TANK. LOWER STRAP IS TO BE 4" MIN. ABOVE THE CONTROLS PER 2018 IRC. CHAPTER 13 SECTION F. : FRIDGE 2.1 be met with a high efficiency fan(s) (maximum 0.35 watts/cfm), not interlocked with the 0.5 PARCEL #- P58268 M1307.2. WHEN INSTALLED IN GARAGE, ALL APPLIANCES MUST HAVE THE SOURCE OF IGNITION 18" ABOVE THE SLAB MIN. MECHANICAL & FDN. : FOUNDATION furnace fan (if present). Ventilation systems using a furnace including an ECM motor are PLUMBING EQUIPMENT IS TO BE PROTECTED FROM IMPACT OF A VEHICLE. FURN. : FURNACE allowed, provided that they are controlled to operate at low speed in ventilation only SALES OFFICE FTG. : FOOTING 0 5 - USE 5/8" SHEETROCK OR 1/2" SAG-RESISTANT AT THE CEILING PER 2018 IRC. SECTION R702.3.5. G.L.B. : GLUE LAMINATED BEAM (ALSO GLM) mode. LEXAR HOMES - BURLINGTON OFFICE G.W.B. : GYPSUM WALL BOARD 489 ANDIS RD Lii ' 6 - FLASHING IS REQ. AT ALL EXTERIOR TRIM EXTRUSIONS, WINDOW SILLS, JAMBS & OTHER AREAS THAT WATER MAY INTRUDE PER THE 2018 IRC. H.F. : HEMLOCK FIR To qualify to claim this credit, the building permit drawings shall specify the option being BURLINGTON, WA 98502 INSTALL WINDOWS PER MFR. INSTRUCTIONS. H.P. : HEAT PUMP PHONE: 360.707.2112 selected and the maximum tested building air leakage, and shall show the qualifying L.V.L. : LAMINATED VENEER LUMBER 7 -ALL BEDROOMS ARE TO HAVE AN EGRESS WINDOW WITH A MIN. 20" X 24" OPENING NOT LESS THAN 5.7 SQ. FT. (ENGINEERED WOOD PRODUCT) ventilation system and its control sequence of operation. 11 MAX. : MAXIMUM Ductless mini-split heat pump system, zonal control: In homes where the primary space DESIGN CRITERIA VENTILATION SYSTEM NOTES MFR. : MANUFACTURER heating system is zonal electric heating, a ductless mini-split heat pump system with a ROOF SNOW LOAD: 25 MIN. EXHAUST FANS IN BATHS SHALL BE AS INDICATED ON PLANS WITH 30 C.F.M. CONT. TOTAL OF CONT. C.F.M. RATINGS FOR ALL EXHAUST FANS IN minimum HSPF of 10.0 shall be installed and provide heating to the largest zone of the HOUSE SHALL BE IN ACCORDANCE WITH SECTION M1507 OF THE 2018 IRC. SEE TABLE M1507.3.3(1) FOR REQUIRED AMOUNT OF C.F.M. AIRFLOW. O.C. ON CENTER (SPACING) housingunit. 4 WIND SPEED (ULT): 110 O.H.D. : OVER HEAD DOOREXPOSURE: C GENERAL STRUCTURAL NOTES O.S.B. : ORIENTED STRAND BOARD (SHEATHING) Water heating system shall include one of the following: Electric heat pump water heater SEISMIC ZONE: D1 P.L. : POINT LOAD meeting the standards for Tier III of NEEA's advanced water heating specification or FROST DEPTH: 12" 6 WIND & SEISMIC HORIZONTAL FORCES IMPOSED ON THIS STRUCTURE ARE RESISTED BY A SYSTEM OF ENGINEERED MEMBERS & FASTENERS P.TK. : PRESSURE TANK For R-2 Occupancy, electric heat pump water meetingthe standards for Tier III of SS: 0.406 J DESIGNED TO RESIST THE BASE LOADS SET FORTH BY THE DESIGN CRITERIA. THE HORIZONTAL STRUCTURAL SYSTEM IS ENGINEERED TO TRANSFER P.T. p y, heater(s), PRESSURE TREATED 5.52.0 S1 : 1 .142 cn THESE LOADS TO A PRESCRIPTIVE FDN. BASED ON THE 2018 IRC. THE PRESCRIPTIVE DESIGN & CONSTRUCTION OF THE VERTICAL FRAMING P.S.F. : POUNDS PER SQUARE FOOT NEEA's advanced water heating specification, shall supply domestic hot water to all units. If SOIL BEARING: 1500 PSF MEMBERS SHALL BE CONSTRUCTION IN ACCORDANCE WITH THE REQUIREMENTS OF THE CONVECTIONAL LIGHT FRAME CONSTRUCTION METHODS P.S.I. : POUNDS PER SQUARE INCH one water heater is serving more than one dwelling unit, all hot water supply and o OF THE 2018 IRC. REQ. : REQUIRED recirculation piping shall be insulated with R-8 minimum pipe insulation. 5 FLOOR AREAS o _ RN. : RANGE pp g pp 0cc APPLICABLE CODES MISC. NOTES S&R. : SHELF AND ROD For each 1200 kWh of electrical generation per housing unit provided annually by on-site MAIN FLOOR = 1478 SQ. FT. X T&G. : TONGUE AND GROOVE wind or solar equipment a 1.0 credit shall be allowed, up to 3 credits. Generation shall be GARAGE = 439 SQ. FT. N w J 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) PORCH SLABS/DECKS NOT INCLUDED U.N.O. - SEE CONTRACT T.B.D. : TO BE DEFINED calculated as follows: FRONT PORCH COVER = 43 SQ. FT. c' O m 0 2018 UNIFORM PLUMBING CODE (UPC) THIS PLAN SET IS TO BE USED IN CONJUNCTION WITH THE DETAIL PACKET T.O.W. : TOP OF WALL REAR PORCH COVER = 162 SQ. FT. u) o x = 1_ cc 2018 WASHINGTON STATE ENERGY CODE (WSEC) REFER TO DETAIL PACKET FOR 2018 WASHINGTON STATE ENERGY TYP. : TYPICAL For solar electric systems, the design shall be demonstrated to meet this requirement using Q , N Q12C 1 cLLI CODE COMPLIANCE SELECTIONS U.L. : UNDERWRITER LABORATORIES 7r X — w THIS HOME TO RECEIVE A SOLAR ELECTRIC SYSTEM. WITH NO LESS THAN the National Renewable Energy Laboratory calculator PVWATTs or approved alternate by Q J U.N.O. UNLESS NOTED OTHERWISE z 1200 KWH GENERATED. THE DESIGN SHALL MEET THIS REQUIREMENT W.H. : WATER HEATER the code official. 0 Q 0O USING THE NATIONS RENEWABLE ENERGY LABORATORY CALCULATOR OR W.S. : WATER SOFTENER Q FL o z v 0 EQ. INSTALL SOLAR ELECTRIC SYSTEM PER MFR SPEC AND LAYOUT 6.1 Documentation noting solar access shall be included on the plans. For wind generation 1.0 co CO 1 �, CC — projects designs shall document annual power generation based on the following factors: o >-J < o J the wind turbine power curve; average annual wind speed at the site; � 00_ o © < frequency distribution of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic or wind turbine equipment type, provide w05 documentation of solar and wind access, and include a calculation of the minimum annual HB energy power production. 1 6040HS Solar system as part of energy credit, is required to be installed prior to certificate of a sall - occupancy. F W.I.C. o w o S&R S&R REAR PORCH COVER a N w06 W08 NOOK cc O 0 6040HS 7050TS CL CN 1_i ,, I 2468 ! \g / ° c6= m N 'DE H /�\ c0 Er Q rw W 0 0_ Q co H>� �\ �/ (/) w Q 1\\\ 0 \ N -- — — — ` Q 0 w co o PRIMARY PRIMARY BEDROOM v VAULTRIDGE BATH �� ',, B / GREAT --111111111111111111111.1 � � Q o /SN /SN ROOM I o X Q l o KITCHEN - °� o \\\‘ I imilin * Z 26681\RANGE �Ci/ N uu v 71-= oo HALL o _ I 1 j, j 2868 2468 1 11111111 BEDROOM #2 � �11111ll ��I��'�� H-2468 0 w II J o _ III 1111111 IIIIIJ 0 > QJ PANTRYIiiiiiw li�' �� ' H Cl) �n CO N U) / \ � o �I11111 , ww � w �I CNI(C3C° SHELFammi ' ' 1; 111 1�11 1111111 1 - 2468 2668 2468 — �. ■ 1' 11' ______2 3068 3068 111111 so 10 OPIC HP wH _ ? Y_ � _� a 1 S&R PORCH COVER BATH CITY OF ANACORTES r, r;: BEDROOM #3 S&R T,S PLANNING AND BUILDING DEPT: o _ APPROVED PLANS HB J m REVIEWED FOR CODE COMPLIANCE co GARAGE PERMIT#: BLD-2021-0733 Q ,> A u 1- INSULATE AND SHEETROCK z CC ADDRESS: 2707 OAKES AVE o APPROVED BY: 1ILLIwo76050HS cc `�� > 7 z I SUBJECT TO FIELD INSPECTION. APPROVED PL S SHALL NOT w w CC I- 0 BE ALTERED WITHOUT AUTHORIZA ON. 0 o LU a THE DRAFTING DEPARTMENT HAS NOT UNDERGONE 3D ISOMETRIC DRAWINGS ARE SHEET INDEX c A DESIGN REVIEW FOR THE FUNCTIONALITY OR FOR ILLUSTRATION ONLY! PLANS, LABEL TITLE o ILE AESTHETICS OF THIS MODIFIED PLAN. THE CHANGES DETAILS & ENGINEERING TAKE G 000 COVER SHEET z MADE TO THIS PLAN ARE AT THE DISCRETION OF THE PRECEDENCE OVER ANY 3D S-101 FOUNDATION PLAN 16070 CLIENT & SALES CONSULTANT. DRAWING WITHIN THIS PLAN. S-201 BRACED LATERAL PLAN THESE PLANS HAVE BEEN REVIEWED AND APPROVED BY: A-101 MAIN FLOOR PLAN PRINT DATE: A-106 ROOF PLAN A-201 ELEVATIONS 8/6/2021 A-301 CROSS SECTIONS E-101 ELECTRICAL PLAN CLIENT NAME SHEET: G-000 SALES ASSOCIATE WALL SCHEDULE TABLE R608.5.4(1) LAP SPLICE AND TENSION DEVELOPMENT LENGTHS LABEL SIZE STEM REINFORCEMENT SEISMIC ZONE FOUNDATION PLAN NOTES DETAIL W1 6" X 22 - 24" (1) #4 BAR W/24" LAP SPLICES A-D2 O STRAPS AT CORNERS &/OR END WALLS SHALL HAVE 1" YIELD STRENGTH OF STEEL,fyr psi(MPa) �_1 low conEco W2 6" X 34 - 36" (2) #4 BAR W/24" LAP SPLICES A-D2 CONCRETE EDGE DISTANCE, TYP. U.N.O. USE RJ STRAPS 4(° T Y i { BAR SIZE 40,000(280) 60,000(420) W3 6" X 46 -48" (2) #4 BAR W/24" LAP SPLICES A-D2 ON RIM JOIST APPLICATIONS w � w� NO. Splice length or tension development W4 6" X 48 - 96" (2) #4 BAR W/24" LAP SPLICES A-C mW5 8" X 48- 96" (2) #4 BAR W/24" LAP SPLICES A-D2 02 SEE SHEAR WALL SCHEDULE ON S-201 FOR A.B. SIZE & length(inches) SPACING. T9'4 4 20 30 STEM WALLS ARE DESIGNED PRESCRIPTIVELY PER 2018 IRC. `\�'q 'S- oO HORIZONTAL REINFORCEMENT AS FOLLOWS: (1) #4 REBAR WITHIN 12" 03 PROVIDE 18" X 24" OPENING FOR CRAWL SPACE Lap splice length-tension 5 25 38 CO OF TOP AND (1) AT MIDPOINT OF STEM WALL PER 2018 IRC R404.1 .3.2 ACCESS. PLACE OPENING BETWEEN FLOOR JOISTS. "FIELD S4 6 30 45 � � � AND R.404.1 .2(1). **STEM WALLS SHOWN ARE ASSUMING A MAX. OF ACCESS TO UNDER FLOOR SPACE PER 2018 IRC. 1_I 4 15 23 48" OF UNBALANCED BACKFILL** SECTION R408.4. Tension development length for straight bar 5 19 28 FOOTING SCHEDULE 0 16" X 8" FDN. VENTS AS REQ. VENTS TO BE PLACED S 01.1 •� LABEL SIZE REINFORCEMENT BETWEEN JOISTS & BAFFLED WITH R-10 RIGID FOAM 6 23 34F1 16" X 8" CONT. FTG. (2) #4 BAR W/24" LAP SPLICES INSULATION. EACH VENT PROVIDES 0.52 SQ. FT. OF S-01. Tension development length for: 4 6 9 F2 12" X 8" CONT. FTG. (1) #4 BAR W/24" LAP SPLICES VENTILATION. FDN. VENTS ARE TO BE INSTALLED AT 1 O a. 90-degree and 180-degree standard hooks with not less than 2�1z inches of side cover F3 24" X 24" X 12" FTG. _ (3) #4 E.W. SQ. FT. VENTILATION PER 150 SQ. FT. OF CRAWL SPACE perpendicular to plane of hook,and 5 7 11 CONTINUOUS FOOTINGS ARE DESIGNED WITH A MIN. SOIL BEARING OF PER 2018 IRC. SECTION R408.2. VENTS ARE TO BE A b. 90-degree standard hooks with not less than 2 inches of cover on the bar extension beyond 1500 PSF TYP. U.N.O. MAX. OF 36" FROM BUILDING CORNERS. **WA STATE the hook. 6 8 13 AMENDMENTS ALLOW FOR 1 SQ. FT. PER 300 SQ. FT. 4 8 12 OF CRAWL SPACE** Tension development length for bar with 90-degree or 180-degree standard hook having less cover 5 10 154 5 4" CONCRETE SLAB ON COMPACT FILL TO SLOPE 11 than required in Items a and b. TOWARD VEHICLE OPENING TO ALLOW FOR DRAINAGE. 6 12 18 GARAGE SLAB HEIGHT T.B.D. AT JOB SITE & MUST For SI:1 inch=25.4mm,1 degree=0.0175rad,1 pound per square inch=6.895kPa. ALLOW FOR FROST DEPTH REQUIREMENTS. 49'-11" © DRYER VENTING TO BE BROUGHT DOWN TO CRAWL 10'-11" 27'-1" 11'-11" SPACE THROUGH WALL BEHIND DRYER &VENTED • 16' 10 1/2" 7' 3" 2'-11 1/2"� • THROUGH NEAREST SUITABLE FDN. VENT. • 0 ALL FTG. & FDN. SIZES IN ACCORDANCE TO 2018 IRC.VJ V \/\6k/ SECTION R403.1(1). ENGINEER/ARCHITECT HAS REVIEWED THIS PLAN FOR LATERAL FORCES ONLY & IS w / / _1;-..:L = 1.,-- -1 J I i ►•a = - NOT RESPONSIBLE FOR FTG. & FDN. SIZING UNLESS 18X24 1. A I `T E :'..I I SPECIFICALLY NOTED OTHERWISE. SEE FTG. & 0 CRAWL : I I 301 I '-: I I •'I I STEMWALL SCHEDULE FOR ALL SIZES & 0 cc >4 REINFORCEMENTS. EXTERIOR CONT. FTG. ARE N J / / I., I zo I O M c ENGINEERED. REFER TO CALCS & SCHEDULE. c w w \2'-113/ 1, I I I SI A � oX = m � I I--I 1 4'-5 1/2" 2' 4-5 1/2" I 1 I .... 14' 11 1 2 4 11 1 2" �, CC �' L / y y / J 1.' L_ V I I � ` I L / / J '..� Q2NX � cwn Q � wE t - -�/I I II I J - - — 1 FOUNDATION PLAN NOTES 0 `� �' 0 � �� ;1 I I \ • I Q E p Z OU 0 a II II I' I I F3 F3 0 ALL WOOD IN CONTACT WITH CONCRETE SHALL BE H.F. v �, CC II II / I I F1 W1 II .`I #2 MIN. TREATED WITH AN APPROVED PRESERVATIVE & o J < NJ o _I7 -2 1/2" / \ I I \• iI• II �, 0 0 o_ o © < - - TYP. @ EXT. - Dryer vent to be located a minimum STANDARD H.F. ON AN IMPERVIOUS MOISTURE 1 ' 1�hI 1/2" I I �I N III distance of 3' from openings into building BARRIER PER THE 2018 IRC. (OR) BORATE TREATED H.F. o I'. I I i o per IRC M1502.3. #2 MIN. 1- I,.' If dryer vent is routed through foundation © PROVIDE APPROPRIATE BLOCK-OUTS IN FTG. OR WALLS TYP. @ INT. E .I FOR PLUMBING & ELECTRICAL STUB OUTS. . 1 1 1/2" vent, that vent shall be sealed to prevent II 'I aI 1 I I I S 06 F2 b' ' I drafting of wet air into the crawl space. © USE 3000 P.S.I. CONCRETE WHERE REQ. BY THE 2018 A l�l :r `D I I I I _� I I This foundation vent will not count towards IRC. TABLE 402.2. MAX. COMPRESSIVE STRENGTH AT 28 I„ I �1 I I I _ I I .t DAYS. I. �, the required underfloor vents. F- LU ID 2X P.T. MUDSILL TO BE INSTALLED FLUSH WITH THE v o r— - III It is recommended that dryer vents be at 0 Lou I_I I Ileast 12 above the round, to limit rodent INSIDE FACE OF FDN. WALL AT JOIST BRG. POINTS TO a cv 14-6 I 2 ,� 14 2' 1 14' . 2' I1 -5 g ACCEPT JOIST HANGERS. VERIFY THAT THE MUDSILL IS L o ,� _ intrusion. SQUARE AT ALL CORNERS. ATTACH THE MUDSILL TO c' 0 h c n THE FDN. WITH 1/2" X 10" A.B. & 1/4" X 3" X 3" WASHERS ' I 9-1/2" I-JOISTS @ 19.2" O.C. PER I in.:1 AT 6" O.C. NI : MANUFACTURER'S LAYOUT REBAR a? u ] LI L o E BELOW IA LOAD BRG PIO POINT OR AN INTERIOR IT IS c" 00 � L L 7 -101/4 o •a 1 0 Y 0- SHEARWALL PER 2018 IRC. SECTION R403.1.3. w Q I I U I I I I I I I I411111k Q u Oj vEN� OF WHERE REQ. PER 2018 IRC. SECTION R406.1, FDN. w pR�ER I. WALLS SHALL BE DAMP PROOFED AROUND THE z o 14 6 2 6 5 64 6 `Y PLANNING COMMUNITY & ECONOMIC DEVELOPMENT ENTIRE PERIMETER USING A METHOD THAT IS 0 J 71- tit ♦ I II II • \ 4 ►w � QO w09 �— — A -I- - A = — A — og DEPARTMENT z N�S APPROVED BY THE BUILDING DEPARTMENT. Q 0 c� �.�� �__,•_ U X Q o0—i _ I . �. J �._. _ _ _� �. _ T.._ -Nr° _• Mailing Address: P.O. Box 547, Anacortes, WA 98221 G BACKFILL SHALL NOT BE PLACED AGAINST THE WALL X Q f FI _�•� _ _ _I_ _ 1 } 'I- _ -, i �° ° Office Location: 904 6th Street, Anacortes WA 98821 _ UNTIL THE WALL HAS SUFFICIENT STRENGTH & HAS L: BEARING 1 BEARING I r I —1 I•.I r 'I Phone: (360) 293-1901 BEEN ANCHORED TO THE FLOOR ABOVE (OR) HAS BEEN I° 1I SUFFICIENTLY BRACED TO PREVENT DAMAGE BY THE 1,.. 1 —+ ,1. t3) F. Instructions for Printing Digital Plan Review Documents F 1 r F 1 This City of Anacortes Planning,Community,and Economic Development has adopted an optional digital plan review BACKFILL. EXCEPTION: BRACING I S NOT REQ. FOR I:.f IL WALLS SUPPORTING LESS THAN 4' (48") OF NI NI process,in response to COVID 19,for those who wish to reduce contact or reduce natural resource use. If you have UNBALANCED BACKFILL. (2018 I RC. SECTION R404.1 .7) Lou 'h 1I• any questions please contact the The Permit Coordinator at 360-293-1901. We are also interested in any comments �� _ 4_7 1/2 co A �.:I you have to improve this system. I� p / J ALL FTG. SHALL BEAR ON STIFF, FIRM SOIL MEETING / ' .� J i11 — �1, r fi.;1 THE REQUIREMENTS OF SITE CLASS "D" PER THE 2018 I•:I 1 11 ( C r .: I zo Q > I 1 / I °I °:i IRC. SECTION R301 .2.2. DESIGN IS BASED ON 1500 P.S.F. z 0 Q ii L 1 _ — I •I ..I SOIL. CONTRACTOR MUST VERIFY WITH BUILDING z w °C w N1 �u _. -1 �. :r It is the applicant's responsibility to provide copies of all DEPARTMENT THAT THESE CONDITIONS ARE MET J Q CC Q 1-rr " _I A- I••a 5 approved submittal documents for use on the job site. PRIOR TO WORK. c� z m - 1 I _ - �� ti� "I �\ S 04 .I JI PROVIDE 6MM BLACK POLY VISQUEEN VAPOR BARRIER 01.1 /, � � I C 'o 6>— —AA i L • Documents with color or with approval stamps are to be reproduced in IN CRAWL SPACE SEALED TO STEM WALLS. 01�2 ,,o — �O 301 .i `L N ,,e //C\ ,`e L :4 L I. N r .. N color, or black and red. LEGEND 5 IL sT , I.: •:I • Documents shall be provided in full size, and to scale. 6 'S' I..I I = CONCRETE STEM WALL C/) �� • It is advisable to protect the documents from inclement weather. Plastic w S-01. I O 1 . .. 9-1/2 RIM I r I = 3-1/2" PONY WALL JOIST TYP. I•:'i A sleeves are available upon request. = WALL ABOVE w I- ,- I • All drawings, engineering, surveys, and supporting documents are w m m k i .I required to be on the job site at the time of inspections. If documents �� = PLUMB DROP Q w o I°.I ! .I are not available, the inspection will be cancelled. After the second J L = JOIST HANGER zz m I- i i,°-I I . .:.I cancelled inspection, a re-inspection fee will be charged. cn I • 1 •I > °w PORTAL FRAMING PER DETAIL A-09 . I w A p .I Be sure your packet includes: °C Q I • I • Permit 0 I ' — ,�-"'I CONTINUOUS FTG. @ BUCKOUT �_ / / • Permit Inspection Card, print on heavy stock if possible. This will need to last the o s o s �p\ � ' �p\ �yo duration of your project. O 5� /O 5� /O • Site Plan z 16'-2" \ • All Drawings • • 6' 10'-11" 6' \ 7'-1" \ 1 '-10 1/2" 19'-11" 1 '-10 1/2"\ • Stormwater Plan or SWPPP • 49' 11" • Engineering, if included in submittal PRINT DATE: • • g� g� • Landscape Plan 8/6/2021 • Any other supporting reports or documents Being properly prepared with the necessary plans on site will allow our FOUNDATION PLAN VENTING CALCS SHEET: 0 1 inspectors to complete your inspections. We appreciate your assistance. PER CODE SHOWN ON PLANS 1/41N = 1 FT # OF VENTS 10 17 -101 VENTING AREA 4.9 SQ. FT 8.84 SQ. FT SHEAR WALL SCHEDULE SILL PLATE ATTACHMENT ��QlowconEcon APA RATED NAIL SIZE & MASAP OR 1/2" SILL PLATE CAPACITY (PLF) 1 Y LABEL SHEATHING SPACING @ EDGES ANCHOR SIZE @ FND SEISMIC/WIND .`,'' Ciell I I i t t�� BOLT SPACING m A 7/16" OSB ONE SIDE .131" X 2.5" @ 6" O.C. 48" O.C. 2X 260/360 yco, B 7/16" OSB ONE SIDE .131" X 2.5" @ 4" O.C. 32" O.C. 2X 380/5304C 891 �' C 7/16" OSB ONE SIDE .131" X 2.5" @ 3" O.C. 24" O.C. 2X 490/680 �. ``r, Cl 7/16" OSB EACH SIDE .131" X 2.5" @ 3" O.C. 24" O.C. 2X 980/1360 � � � �TOF�Lose� D 7/16" OSB ONE SIDE .131" X 2.5" @ 2" O.C. 16" O.C. 3X OR (2) 2X 510/715 111 E 19/32" OSB ONE SIDE .148" X 3" @ 6" O.C. 72" O.C. 2X 340/475 F 19/32" OSB ONE SIDE .148" X 3" @ 4" O.C. 32" O.C. 2X 500/700 G 19/32" OSB ONE SIDE .148" X 3" @ 3" O.C. 24" O.C. 2X 660/930 i G1 19/32" OSB EACH SIDE ..148" X 3" @ 3" O.C. 24" O.C. 2X 1320/1860 H 19/32" OSB ONE SIDE .148" X 3" @ 2" O.C. 16" O.C. 3X OR (2) 2X 870/1200 O SHEAR WALL SCHEDULE NOTES = A. FIELD NAILING SHALL BE 12" O.C. ON SHEARWALLS A-D ONLY. B. FIELD NAILING SHALL BE 6" O.C. ON SHEARWALLS E-H ONLY. C. BLOCKING IS REQ. AT ALL PANEL EDGES. BLOCKING SIZE MUST MATCH SILL PLATE SIZE. 0 0 0 0 0 0 0 l D. SHEATHING TO BE PLACED VERTICALLY. STAGGER SHEATHING WHERE APPLIED ON BOTH SIDES OF WALLS. E. ATTACH BOTTOM PLATE OF WALL TO FLOOR OR SILL W/ .131" X 3" AT 8" O.C. (ASSUMING CONT. SHEATHING OVER RIM/PLATE) F. (2) 2X MAY BE USED IN LIEU OF SINGLE 3X IF EDGE NAILING IS STAGGERED BETWEEN PLATES, & PLATES ARE STITCH NAILED TOGETHER W/ .131" X 3" AT 4" O.C. STAGGERED. G. WHEN USING ANCHOR BOLTS, 3" X 3" X .229" PLATE WASHER SHALL BE USED - SEE NOTES W05 BELOW FOR ADDITIONAL ATTACHMENT REQUIREMENTS. 6 A A 6040HS A _1 O 0 SHEAR WALL PLAN NOTES cn GENERAL NOTES: _ cao PLEASE VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION. ANY MODIFICATIONS TO THE u < A C D STRUCTURE MUST BE REVIEWED &APPROVED BY THE ENGINEER OF RECORD. x / / co N w J DFSIGN CRITFRIA 00 tw W06 W08 ROOF LOAD: SNOW- 25. PSF, DEAD - 15 PSF o x 1 cc 6040HS 7050TS WIND SPEED: 110 MPH (ULT), 85 MPH (ASD), EXPOSURE "C" Q o N Q = w O I SEISMIC: DESIGN CATEGORY "D1", SS = 0.406, S1 = 1 .142, IE = 1 .0 , SITE CLASS "D", R = 6.5 < 6' CN x CD Fc w 246 0 SOIL BEARING: 1500 PSF U.N.O. z Q J FROST DEPTH: MIN. BEARING DEPTH SHALL BE 12" U.N.O. 0 5 o Q Q rn z ,, _ co = FOUNDATIONS: v co c\J co H N - g FOOTINGS SHALL BE SUPPORTED ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL PER O >-J < CN c) _ISECTIONR403OFTHE2018IRC. (NOo 0 © < CONCRETE: ALL CONCRETE MATERIALS SHALL BE PER 2018 IRC SECTION R402. MIN. DESIGN STRENGTH (F'C) SHALL BE 2,500 P.S.I. HOWEVERR, 3,000 P.S.I. CONCRETE IS REQ. FOR WEATHERING 00 c PROTECTION WHERE CONCRETE IS EXPOSED TO THE WEATHER. AIR ENTRAINMENT SHALL BE j NOT LESS THAN 5% OR MORE THEN 7%. REINFORCING STEEL: MIN. GRADE 40 U.N.O. LAP ALL SPLICES PER 2018 IRC SECTION R608.5.4.3. MIN. CONCRETE / COVER FOR REINFORCING STEEL PER 2018 IRC SECTION R608.5.4.1. o r, A. INTERIOR FACES OF SLABS NOR WALLS = 1-1/2" H I cN = B. EXPOSED TO WEATHER OR EARTH = 1-1/2" FOR #5 & SMALLER & 2" FOR #6 & LARGER w o C. FOOTING BARS REQUIRE 3" COVER O cc ANCHOR BOLTS: o_ (CN 3 x 2668 - _ ALL ANCHOR BOLTS EMBEDDED IN CONCRETE OR MASONRY SHALL BE A307 U.N.O. (1/2" X 10") POST-INSTALLED BOLTS INTO CONCRETE NOT OTHERWISE SPECIFIED SHALL BE SIMPSON TITEN cn HD 1/2" X 8" ANCHOR. N INSTALL IN ACCORDANCE WITH MFR'S SPEC'S, INCLUDING MIN. EMBEDMENT & EDGE DISTANCE co o �2868 L 2468 REQUIREMENTS. EPDXY-GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED Q `c) 2468 WITH SIMPSON SET-XP EPDXY. ir. co P.T. WOOD: Qcn • v) LL, caoCO WOOD USED ABOVE GROUND SHALL BE PRESSURE TREATED IN ACCORDANCE WITH AWPA U1 0 W H 121 �, o FOR THE CONDITIONS LISTED IN THE CODE PER THE 2018 IRC SECTION R317. � O 0 LL, co A (-1 co BEARING\A/ u (--- A METAL CONNECTORS: 0 x z < o VBEARING ALL METAL CONNECTORS COMING IN CONTACT WITH P.T. WOOD SHALL BE SIMPSON Z MAX , _1x < 0 30680 TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION RESISTANCE. WO1 NAII S: 1050PIC CONNECTION DESIGNS ARE BASED ON THE PUBLISHED REQUIREMENTS IN TABLE R602 OF THE 2018 IRC. ALTERNATE FASTENING SCHEDULES MAY BE APPROVED IF PROVIDED TO THE NI 3-1/2" X 7-1/2" GLB ENGINEER FOR REVIEW PRIOR TO CONSTRUCTION. w / PRF-FABRICATFD ROOF TRUSSFS: o _1 / - / PRE-FABRICATED ROOF TRUSSES TO BE DESIGNED, FABRICATED & INSTALLED PER MFR w H- cc z w DRAWINGS & INSTALLATION INSTRUCTIONS. PRE-FABRICATED ITEMS TO BE DESIGNED BY A - o >- Q -_ LICENSED PROFESSIONAL ENGINEER. FABRICATOR TO PROVIDE ALL TRUSS TO TRUSS H "' 0 N ' CONNECTION DETAILS. ALL TEMPORARY AND PERMANENT BRACING REQ. FOR THE STABILITY w I- CC 001 o O OF THE TRUSS ELEMENTS UNDER GRAVITY LOADS & IN PLANE WIND OR SEISMIC LOADS SHALL o z 2 m N s BE DESIGNED BY THE TRUSS ENGINEER. Typo C GLUED LAMINATED BEAMS (GLB): O �O+ 411) GLUED LAMINATED WOOD BEAMS SHALL BE ,•Z0 A , 0 GRADE DF24F-V4, FB=2,400 P.S.I., FV=240 O 5 5 O P.S.I. U.N.O. s� 6 'Sp ENGINEERED LUMBER (LVL-PSL): w 6Q50HS ,O / LVL MATERIAL SHALL HAVE THE FOLLOWING 0 MIN. PROPERTIES: E=1 .7E, FB=2,650 P.S.I. w PSL MATERIAL SHALL HAVE THE FOLLOWING m m 1 MIN. PROPERTIES: E=2.0E, FB=3,100 P.S.I. Q •j I zcc ENGINEER: EINSTEIN DESIGN w A PORTAL FRAMING PER DETAIL A-09 CARLIE BERARD, P.E. cc Q WILLIAM OBROCK ARCHITECT NCARB a 606 COMMERCIAL AVE SUITE D 0 \O �r s> �o s) O ANACPHONO:R360.200.8909, WA 21 ���0 yp�o 16070 3 1/2 X 12" GLB�,�p ypoO z PRINT DATE: 0 0 0 0 0 0 0 0 8/6/2021 BRACED LATERAL PLAN 8/6/2021 SHEET: 0 1 1/41N = 1 FT S-201 FLOOR PLAN NOTES DETAIL CC 1 WINDOW SCHEDULE 'J ALL HEADERS ON EXTERIOR WALLS TO BE INSULATED �A-0� FORcon�co NUMBER LABEL — EGRESS TEMPERED COMMENTS QTY AREA VV/2" R-10 RIGID FOAM OR EQ. WHERE ABLE. USE 3-1/2" 4('a T Y ,{ WO1 1050PIC YES 1 5.0 OR 3-1/8" WIDE HEADERS WHENEVER POSSIBLE TO Ciell I I i� �� W02 4036HS 1 14.0 ACCOMPLISH THIS. m W03 4040HS YES 1 16.0 W04 5040HS YES 1 20.0 02 PROVIDE LANDING (BY OTHERS) AT MIN. 36" DEPTH BY 4 ♦,, �,� 4) W05 6040HS 1 24.0 FULL WIDTH OF DOOR. LANDINGS OVER 30" ABOVE u, �. ``�cOR ,, W06 6040HS YES 1 24.0 GRADE REQUIRED GUARD PER 2018 IRC. �-'FIELD Sep � � � W08 7050TS 1 35.0 W07 6050HS YES 1 30.0 0 PROVIDE 18" X 24" OPENING FOR CRAWL SPACE 1-_I I 1ACCESS. PLACE OPENING BETWEEN FLOOR JOISTS. TOTALS: 168.0 ACCESS TO UNDER FLOOR SPACE PER 2018 IRC SOLAR HEAT GAIN COEFFICIENT (SHGC) TO BE 0.25 TYP. U.N.O. SECTION R408.4 <illi AREA SHOWN IS PER INDIVIDUAL UNIT. Wood framed decks AVERAGE U-FACTOR FOR WINDOWS ON THIS HOME TO BE AS FOLLOWS: 0 PROVIDE A MIN. 22" X 30" ROUGH OPENING FOR ATTIC will require plans to 0.27 X 0.24 0.20 ACCESS W/TIGHT FITTING DOOR THAT IS BACKED W/ O be submitted for INSULATION. review. EXTERIOR DOOR SCHEDULE SIZE ROOM NAME FIRE TEMPERED COMMENTS AREA 05 SELF CLOSING 1 3/8" SOLID CORE (20 MINUTE) FIRE W I 3068 R EX UTILITY/GARAGE YES 20.0 DOOR. 3068 R EX UNSPECIFIED/ 20.0 © INSTALL RECESSED DRYER VENT BOX BEHIND DRYER. PORCH COVER DRYER VENT TO RUN INTO FDN TYP. U.N.O. 16070 GARAGE INSULATE 112.0 50' 3068 L EX NOOK/REAR 20.0 07 PROVIDE 1/8" HARDBOARD W/ FSK PAPER OR 1 1 11' 27' 12' TOTALS: PORCH COVER 172 0 EQUIVALENT MOISTURE RATED BOARD BEHIND ALL • TUBS & SHOWERS AT EXTERIOR WALLS FOR FULL 6- 12'-8 1/2" 14'-3 1/2" SIDED INSULATION INSTALL. ROOM FINISH SCHEDULE 6'-4" 6'-4 1/2" 7'-9" .'-6 1/2" 6' 6'• AREA, INTERIOR 0 PROVIDE 5/8" TYPE-X GWB ON HOUSE/GARAGE ROOM NAME (SQ FT) FLOOR FINISH COMMON WALLS AS REQ. VA05 BATH 20 0 ALL PORCH BEAMS TO BE POCKETED INTO WALLS PER U HB 6040HS BATH 40 _1DETAIL A-05. TYP. U.N.O. BEDROOM #2 105 w f'_ _ ° _ / / BEDROOM #3 116 10 MAIN FLOOR CEILING HEIGHT: 8' -TYP. U.N.O. t S&R 18X24 A Z CLOSET#2 27 Oz CRAWL 301 Nco I CLOSET#3 25 GENERAL FRAMING NOTES uQ co ENTRY CLOSET 10 W- I-Ca GREAT ROOM 216 CO w w Lc) 1S&R O S&R REAR PORCH COVER HALL 56 0A TYPICAL FLOOR FRAMING CONSISTS OF 3/4" (OR N 2 -10 W06 W08 `� NOOK EQUIVALENT) T&G APA RATED SHEATHING (SPAN N O m Co KITCHEN 182 RATING 48/24) OVER I-JOISTS PER PLAN. cn o x = 1_ cc 5 -6 5 -6 6040HS 7050TS "' PRIMARY BATH is • 84 > LU W = w o PRIMARY BEDROOM 163 © FIRE BLOCKING IS REQ. AT ALL PENETRATIONS AT THE < 6' w c� w / CC / 2468 L. ° ' °_ ° _ MASTER TOILET 14 WALLS & PLATES INCLUDE: PLUMBING, ELECTRICAL & z Q rn J L I � , d NOOK 64 MECHANICAL PENETRATIONS. FIRE BLOCK AT MIN. 10' O Q rn 0 _ \w/ J PANTRY 37 O.C. HORIZONTALLY IN WALL CAVITIES. Q E o z U C� N � = m J UTILITY 50 U2 � LtNE o 0 = z '_ 13' 9" 6' 3' 6 1/2" W.I.C. 55 0 U.N.O. NAIL ALL TOP PLATES TOGETHER W/ 10D NAILS No Q o r� 3' 4" \ � J = ccNJ / \ o HALL CLOSET 7 AT 12 O.C. &AT SPLICES W/ 10D NAILS AT 6 O.C. LAP N O o_ o OO Q w i i LINEN 6 SPLICES A MIN. OF 48" TYP. NAIL ALL BOTTOM PLATES N 1 C } _ '9 ik _ Q TO FLOOR SHEATHING & MUDSILL W/ (2) 10D NAILS AT co U o OC CC � EACH STUD BAY. NAIL ALL OSB SHEATHING W/8D CO `l NAILS AT 6" O.C. ON EDGE & 12" O.C. IN THE FIELD N o PRIMARY N � PRIMARY BEDROOM 1 V VAULT RIDGE - I � � U.N.O. EXTERIOR STUDS MUST BE SPACED AT16" O.C. BATH — — - - - - -Co Q _ 0D WHERE POSTS OCCUR PROVIDE SOLID VERTICAL GRAIN ` ' CoT ,, \S, NS, N = GREAT o O m - BLOCKING SOLID THRU FLOOR TO MATCHING c" SUPPORTS U.N.O. V N Z N M ROOM O PROVIDE (2) BEARING (TRIMMER) STUDS BELOW EACH o L / / N = i END OF ALL HEADERS, BEAMS & GIRDER TRUSSES 6'-0"o w o 3'-6" 7'-2 1/2" - rn KITCHEN ��, I = cC9,-, i IN LENGTH & OVER U.N.O. CO N 9' 0 1/2" USE 5/8" SHEETROCK OR 1/2" SAG RESISTANT AT cc o CO N 26681 - f - a w N RANGE CEILING PER 2018 IRC SECTION R702.3.5 &TABLE. "' - " " `l © SEE ENGINEERING ON S-201 FOR ALL SHEARWALL So so 2' 4 1/2" 5'-11" ' — z., �� so HALL n �` �� PLACEMENTS & REQUIREMENTS. SHEARWALL DETAILS N 7,- = Co 3'-8" 2'-2" 5'-4" 1 '-10" 5'-4 1/2" car ao / 5 0 _ �` y y y 2868 2468 MUST BE FOLLOWED EXACTLY. NOTIFY THE DESIGNER co o BEDROOM #2 OF ANY DISCREPANCIES OR CONCERNS. Q o Lo 24X30 — 2468 24X30 4 4-1 1/2 ATTIC ATTIC I + r/ 0H REVIEW APPROVED PLANS & DETAILS PRIOR TO Q - w w 00 m N- e o STARTING FRAMING WORK. CHECK FOR SPECIFIC •z w Lu oCC _ 1— N \ J \ / oo J o aS � � 1 o 00 w v' `Lr PANTRY °° REQUIREMENTS ON NAILING, BLOCKING, SHEATHING & 0 Q J so co co �\ N / \ o O n LU ANCHOR ATTACHMENTS. < O Q o co 111 SHELF BEARING BEAR NG 01 6X6 OR 4X4 POST IN WALL. GANG STUDS MAY BE USED O X z Q Lo / / x 24 8 "66 r / 2468 r —/T INSTEAD OF SOLID POST TYP. U.N.O. J X w w So W01 )68 03068 HP WH ~ w 0J SUB-CONTRACTOR IS RESPONSIBLE FOR THE Q 2 FOLLOWING: cc izo 1050PIC Y w z -VERIFYING & MEETING ALL LOCAL & STATE CODE REQ. 1- `�' 3-1/2" X 7-1/2" GLB IP w REVIEWING APPROVED PLANS & COMPLYING WITH N S&R BATH w DORCH COVER —-- 5 1/2"5' S" T 5' 8' 1 1/2" N ALL APPROVED REQ. OF THE ENGINEER &THE - s ( - MEETING ALL SAFETY REQUIREMENTS & STANDARD LL H z w S&R BEDROOM #3 I T/S SAFETY PRACTICES THAT ARE RECOMMENDED & OR z O� > Q NI REQ. BY STATE & LOCAL AUTHORITIES. 1- cn Q w oc 2 -VERIFY ACCURACY OF ALL DIMENSIONS. DO NOT w L CC N ao °z5 00 SCALE THE DRAWINGS! IF DISCREPANCIES OCCUR, = z m 1 1 N PLEASE CONTACT THE DESIGNER. l 01 LEGEND N N GARAGE N 1 _ 2X6 WALL- FULL HEIGHT L 0 INSULATE AND SHEETROCK PER PLAN - STUDS SPACED AT (...5 16" 0.C. - PROVIDE R-23.5 BIBS u) W07 INSULATION ON EXTERIOR WALLS. p 605bHS cc PROVIDE 1/2" DRYWALL OR z 1- 7 OSB AS REQUIRED. w Lu 1 1 = 2X4 WALL- FULL HEIGHT WALL m m 0 cc PER PLAN - STUDS SPACED AT Q w 0 00 16" 0.C. - PROVIDE 1/2" DRYWALL z cc p OR OSB AS REQUIRED. O w 0 I = 2X6 HALF WALL-42" TALL WALL w CC W/WOOD CAP STUDS SPACED CC Q Q AT16" O0 .C. W/ 1/2" DRYWALL ON EACH SIDE AS REQ. / / / / / 16070 3-1/2" X 12" GLB O z 5'-6" 5'-6" 1 '-10 1/2" 2'-4" 2'-9 1/2"\ 10' \ 10' r 3" 5'-9" 8 1/2" 5'-4 1/2" ti � 6' 11' 6' ,1, 7' • 20' PRINT DATE: 50' 8/6/2021 MAIN FLOOR PLAN SHEET: 0 1 1/4 1N = 1 FT -101 ROOF PLAN NOTES DETAIL CC 1 01 EXHAUST FAN LOCATION -TO BE VENTED TOWARDS low conEco BACK OF HOME - DETERMINED IN FIELD - 6" DIA. HOLE w4('° 1T y 4{ CUT OUT FOR VENTING W/6" FLEX DUCT. �� �n m 0 FOR ALTERNATIVE ROOF HOLE CUTOUT AND DUCT TYPE/SIZE, REFER TO 2018 IRC M1506.2. 4 ( (1) 0 CONTINUOUS RIDGE VENTING - CUT SHEATHING BACK � � � 1" AT RIDGE ON EACH SIDE - SEE NOTE 6 FOR VENTING 1_I REQUIREMENTS. 11 SQ. IN. NFVA PER LINEAR FOOT. 0 PROVIDE A MIN. 22" X 30" ROUGH OPENING FOR ATTIC ACCESS W/TIGHT FITTING DOOR THAT IS BACKED W/ " INSULATION. O FOLLOW ALL TRUSS FRAMING DETAILS PER MFR. O TRUSS COMPANY LAYOUT SUPERCEDES TRUSSES SHOWN ON THIS PLAN. © PROVIDE ATTIC VENTILATION PER 2018 IRC SECTION W I R806.2. THE NET FREE VENTILATED AREA SHALL BE 1/300 SQ. FT. 50% OF THE REQ. VENTILATION AREA SHALL BE A MAX OF 3' BELOW THE RIDGE OR HIGHEST POINT OF SPACE. THE BALANCE OF REQ. VENTILATION 11 SHALL BE PROVIDED AT THE EAVES. MIN. ROOF VENTILATION TO BE A 50/50 SPLIT. PREFERRED VENTILATION TO BE A 40 (UPPER)/60 (LOWER) SPLIT. R�� 6101.4 0 IF NOT USING JACK TRUSSES FROM MFR. FOR R OVERFRAMING AREAS, REFER TO NOTES BELOW FOR I I _ OVER FRAMING CONSTRUCTION (2018 IRC SECT. 802.3 r & TABLE 802.4.1 _1 RIDGE BEAM MUST BE SAME HEIGHT AS RAFTER END w I � CUT OR LARGER A - 2X4 RAFTER (RAFTER SPAN UP TO 6'-0") 2 Oz 301 - 2X6 RAFTER (RAFTER SPAN UP TO 8'-10„) 0 Q - 2X8 RAFTER (RAFTER SPAN UP TO 1 1 -2 ) PROVIDE TRUSS BLOCKING - 2X10 RAFTER (RAFTER SPAN UP TO 13'-8") N w J OVER WALL AND ATTACH THESE VALUES ARE BASED OFF A 24" SPACING USING ci 2 -1 0w D.F. #2 LUMBER.FOR ALTERNATE SPACING OR � ,X = w PER DETAILR-01 .4 N � m > LUMBER TYPE, REFER TO TABLE 802.4.1(4) Q „ N w /I u '� n U Q rn x w ® U.N.O. SHEATH ROOF PER 2018 IRC SECTION R602 & z < w CC CC II\ TABLE R605.3(1). FASTEN PANELS W/ 8D NAILS AT 6" z "' m0 5 : 12 O.C. AT EDGE & 12" O.C. IN THE FIELD. DO NOT STAPLE Q o z B UNLESS APPROVED BY A LICENSED ENGINEER! v , N E [ \ 0g U.N.O. TOE-NAIL EACH END OF TRUSS AT BEARING N O O- m= O - O WALLS W/ (2) 10D NAILS & FASTEN W/TRUSS CLIPS PER Del O PLAN. TOE-NAIL ALL GABLE END TRUSSES W/ (2) 10D 6'IS --- NAILS AT 16" O.C. INTO TOP PLATES. R-03.1 m 10 TYPICAL OVERHANGS AS FOLLOWS U.N.O. R-01. O VI UL t (MEASURED FROM WALL FRAMING) -GABLES - 13-1/2" EAVES 171/2" PRE-MANUFACTURED TRUSSES 1 1= PROVIDE VENTED SOFFITS AT ALL EAVES U.N.O. R 01.1 0 r, @24" O.C. PER MFR SPECS 1- 10 SQ. IN. NFVA PER LINEAR FOOT. — ,S, r- 0 Nkk\' - -I woROOF SHEATHING SIZE cc O � NUP TO40 LBS 2. 7/16" OSB5 : 12UP TO70I RS cN�\ 15/32" OSB co ..: 4XZ. IC 24X30 PROVIDE TRUSS BLOCKING ATTIC UP TO 130 LBS 0. 5/8" OSB Q �`� OVER WALL AND ATTACH ���� z w Lu o ��� 0 s — co "� Q�^O�• PER DETAIL R 01.4 I / O �4" \ ROOF AREA NOTES 0 o o w ,_ BEARING Alet ���� PROJECTED THIS IS THE AREA OF THE ROOF PLANE POLYLINE, x z cc Po Q Lo BEAR ��� ,_, . .���� _ ���� +�����+��� INCLUDING FASCIA AND SHADOW BOARDS, AS SEEN 0 x z 0- 0- { V ��� �.�.�.�.�.�.�� ' . IN FLOOR PLAN VIEW. IT DOES NOT EQUAL THE ROOF �:��:�/ •�� ������III ������� SURFACE AREA UNLESS THE PITCH IS O. ee.•�♦�• ••�;��,�♦ � #j_, ''���♦�♦�♦♦ SURFACE - THIS IS THE AREA OF THE ROOF PLANE'S TOP 1- �� 3-1/2" X 7-1/2" GLB ,����� ����II ����� SURFACE, WHICH COVERS THE FASCIA AND SHADOW Lu ��� 5 - 2 0��� ,•�� �:�� — BOARDS WITH THE PITCH TAKEN INTO ACCOUNT. ° o Q � � 5 . 12 �.� ,;� .fir � � zw I I I ♦I zo Q > I \ / OVERHANG - THIS IS THE AREA OF THE ROOF PLANE'S OVERHANG, z ccnn < a_ N INCLUDING FASCIA AND SHADOW BOARDS, AS SEEN w CC N ao� - - - � w IN FLOOR PLAN VIEW. Q Q4 I- I Uz2 I 1_ - - �— 4 J Dw 3 A 0 N VAULTED - THIS IS THE AREA OF THE CEILING PLANE POLYLINE, _ — 5 : 2 I 301 0 0� I AS SEEN IN FLOOR PLAN VIEW. IT DOES NOT EQUAL _ L I 5I 5 : 12 w 2 5 : 12 THE CEILING SURFACE AREA UNLESS THE PITCH IS 0. i 11 * 1- w I U L I < a I u) w " I 0 R 09.1 z o - r 2 N -1 w E w a Jm m a_ Q > w zm CC I— o L 1 3-1/2" X 12" GLB J a z PRINT DATE: 8/6/2021 ROOF PLAN SHEET: 0 1 1/4 IN = 1 FT ROOF AREA PROJECTED SURFACE OVERHANG VAULTED A-106 2417 SQ. FT. 2618SQ. FT. 484 SQ. FT. 491 SQ. FT. low cobEe Ciellipee n m ' RIDGE VENTING, TYP. ,.,. 4, 1891 esik, \ �C>7,, nsse`0G� $ APPROXIMATE HEIGHT- 16'-2 1/2" 111114( � 1i 1111§1110° -1 1� 1111191 ®® ARCHITECTURAL COMP. ROOFING TYP. 12 5 1 - 0 III I TOP OF WALL 8' 1 1/8" 411- \ 11 I Ipill _7_, _ I I HORIZONTAL LAP SIDING U J J N * TOP OF SUBFLOOR - 0' O TOP OF STEM WALL-11 3/4" — — 0Q CO N W Li] ELEVATION - FRONT n ~ mp = 0 1 1/41N = 1 FT QrnX (9 w < � Li] C c I-Z L.) ogO3N <.' I N 2 co W N CC O _I = CC O N0c O © < i i oN U N wo Oc CC O 0_ N \ I _A_I L _IN 00 71 < Q N W Z I— 0 O CC J QOOU U ° U X < cC (SNP Z _1X < oo — N H LU ELEVATION - LEFT ELEVATION - RIGHT o � < 0 4 1/4 1N = 1 FT 0 2 1/4 1N = 1 FT z0 >- QJ F-U oN WIM WOOI E Q < 4- U z ea U w a w � J CO Q • w Z oC \ r-- / O L J I I w w CC I- 0 a z PRINT DATE: 8/6/2021 ELEVATION - BACK SHEET: 0 3 1/4 1N = 1 FT A-201 / ARCHITECTURAL COMP. ROOFING. '' SYNTHETIC ROOF UNDERLAYMENT ��loWco0Eco�A ,t ICE SHIELD WHERE � w 1T Y O { 4, V 'AI BAFFLE W/ 1" AIR GAP /" y 11k., -IING PER PLAN10 4COO? 3LOCKING AT R-49 ATTIC (>kFIELO�se =R BAY INSULATION FLASHING W/ DRIP EDGE CONT. METAL vpN MANUFACTURED 1111§10° iii. ®mm ® GUTTER E� TRUSSES PER PLAN —\ C P 0 III www / i FASCIA PER PLAN - �� 2X4 SUB FASCIA LP VENTED SOFFIT 1/2" SAG RESISTANT GYP. 11 1X2 SOFFIT TRIM CEILING BOARD 1 � DBL. 2X6 TOP PLATE v 3/8" AIR GAP R-10 RIGID FOAM J ABOVE FLASHING w INSULATION. 2 3 HIGH BACK 2 _ FLASHING TYP. HEADER O cc WINDOW (PER PLAN) COc� Nw w HEADER TRIM `, ' 2 - o PER PLAN 2X6 NAILER NoXOm cc } 9w � 1LU w ICI QnjNXC9w LOWE GLAZING. SEE cc Q § JL- 0 � z � �iU � N WINDOW SCHEDULE o_ $ APPROXIMATE HEIGHT- 16'-2 1/2" ~ Q °' _ � O ~ QEOZUC� FOR SPECIFICATIONS. =i= v co H �, CC — wTYP. 12 ROOFING ARCHITECTURAL COMP. o J = CC o = NO0_ 000 5 DUPONT STRAIGHT TRUSSES PER PLAN FLASH. WRAP MIN. 3" _z ' 01 .4 INTO SILL & 3" DOWN w / v I 12 12 FACE OF EXTERIOR 2X6 WINDOW SILL WITH 1/4" TILT TOWARD EXTERIOR 3 3 5/4X4 WINDOW TRIM \ TOP OF WALL- 8' 1 1/8" .I, F o 11100--441 I;� I`i Ik w o \ LJ� 1 - -- e e e —) N ci_cc No 7/16" OSB SHEATHING -� ■ �= ■ ■11 J J 0 J i i N TYVEK DRAIN WRAP —) —1/2 G.W.B. S 017 I 1-1 i^ S 06 Q 2X6 WALL STUDS SPACED ,, TOP OF SUBFLOOR - 0' �_ �mm: ,ffi. e e e Q N SIDING PER PLAN ) PER WALL LEGEND TOP OF STEM WALL 11 3 4" II _ •••• ' •• ' PLAN . �I z w i- o — STEM • -I AND I PONY WALL ANDI I � Q cc w op R23.5 BIBS INSULATION II. .I III II. ... „ III III I I III III III III III iii ° FOOTING PER PLAN 1 R/FOOTING PER PLAN ' III III III III III III III III III III III III III III III III III III III III III II III III III III_ Q O U U I I-111-111-111-111-111-111-111—III-111-111-111-111—III 111 -1 I I—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—III—I I —III—III—III—III- o X z a i 2X6 SOLE PLATE 2 g 8] 11-111-III-III-111-111-111-111-III-III-111-111-111-11 ��������������������� �� - HI iii���lll���lll���lll���lll���lll���lll���111'71-iii���HI���HI���HI���HI���HI���lll���lll���lll���III III T �� III—III—III—III 11 D CROSS SECTION - AA ) 02 1/4 IN = 1 FT N w R 30 INSULATION 2 ozio Q 3/4" T&G SUBFLOOR O ~ — ccLu .0 (GLUED & NAILED) — oo >- Q J H cn Q w N w ANCHOR BOLT PER // / w w CCw col cn - v c) 2 < PLAN OR SHEARWALL - \ \ SCHEDULE SHEATHING & SIDING TO EXTEND 1/2" BELOW SILL PLATE cY z � is JOISTS PER PLAN Lu ° _1coZo I m FINISHED ° a RIM BOARD PER PLAN H w GRADE I ° a z cc P.T. 2X6 SILL PLATE WITH I _ I 1/2" EXTERIOR OFFSET .� w � i CC I— #4 VERT BAR @ ° oI 0 48" O.C. U.N.O. _ _ a STEM WALL & HORIZONTAL a CONC. FOOTING & REBAR ° I REBAR PER SCHEDULE O a PER SCHEDULE (SEE SHEET S-101) Z (SEE SHEET S-101) \ ' a .6 MIL. BLACK POLY. VAPOR BARRIER (SEALED TO STEM WALLS) (.° ° ° ° PRINT DATE: I 1 8/6/2021 TYPICAL WALL SECTION 0 1 SHEET: SCALE: 1 1/2 IN = 1 FT -301 ELECTRICAL SCHEDULE ELECTRICAL PLAN NOTES DETAIL OE I FORcon�co 220 POWER FOR HEAT PUMP O ALL CIRCUITS HEN & BATHROOM OUTLETS TO BE ON GFCI a 44 CODE BY LICENSED ELECTRICIAN - PLACEMENT TO BE ' C Yit, {�� © ALL OUTLETS & SWITCHES TO BE PLACED PER 2018 wpm, m 220V DETERMINED & LOCATED DURING WALK THROUGH VI"``QC I 'S. © SMOKE DETECTORS SHALL BE 110V HARD WIRED WI �� 11141: (1) e� BATTERY BACKUP & SHALL BE INTERCONNECTED. FIELDS 6 111 WEATHERPROOF OUTLET OWNER SHALL BE RESPONSIBLE FOR SMOKE WP DETECTORS IF A MONITORED FIRE SYSTEM IS REQ. OD 90% OF ALL PERMANENTLY INSTALLED LAMPS IN e<:11: , CO CO DETECTOR LIGHTING FIXTURES SHALL BE HIGH EFFICIENCY LAMPS. (2018 WSEC SECTION R404.1 OR 2018 IRC N1104.1) 0 PROVIDE THE FOLLOWING PER CONTACT- O 0 - PRE-WIRE TV/PHONE DROPS (4) TOTAL- FIELD LOCATE CEILING MOUNTED OUTLET - INCLUDES (2) USB OUTLETS - FIELD LOCATE - 3 LED FLUSH MOUNT LIGHTS IN MAIN LIVING AREA- W I FIELD LOCATE - PROVIDE HEAT DETECTOR IN GARAGE PER R314.2.3. di) DUPLEX FIELD LOCATE PER MFR SPECS. ELECTRICAL SCHEDULE 11 0 EXHAUST (LIGHT) GENERIC ITEMS SHOWN ON PLANS. EXACT LOCATIONS TO BE FIELD LOCATED. REFER TO CONTRACT FOR ANY ADDITIONAL/OPTIONAL ITEMS. EXHAUST (WALL MOUNTED) Li J J Iw O— e EXHAUST FAN _ O O oC 0 < \I�' cnX ® EXTERIOR LIGHT N J Q Li ;Di �l / � - � NH m > ® vY 0 � oX = 1CC I WP > LUWQ = w S — �� — �� — � � 0 a LIGHT FIXTURE � Qw � � J O O ii / N z � L_n � � U) O Q 6) z _ 80 CFM \(30 CFM P/ PENDANT LIGHT N Q o NO0_ 000 CONT.) // \ c) J = CCNJ I °--' J N , N v I / / \\ SD SMOKE DETECTOR 80CFM \LL ci ` _ -- / 1 o WV ,,►., N U, / ' - dLTRIDGE �.. .. 1( cn_ — r — — — — — 1%D 11� 1— $ SWITCH O �o �:� ,_ oi / ° � 000000 0000o I SD c j / WALL HEATER :c171 r Ise tb w o N / F3 1 -1 o $ P / // \ / LI CHANDELIER 0_ 1 1 t . I• �t d $ s - - � _100CFM \eel— CE CD , ` O � � � oD O O O6O O ] O O S THREE WAYco O O N �� '�' I S3$ �I S 3 w � /Ai y J 000000 VANITY BAR z w (11 =_ C / r O cc - 11 / WP < O ± CCOSD ; -- cni I8O O < X Q uP 7 3$ 80 CFM J © OXz Qio x 9 nnonnnnn r I I J,�IIIIIIIIIIIIIIII $ IIIIIIIIIIIIIIII C J X I /`ILJI'1 J / 0 / SD I N oni OD, i H LU 1 IWP \ o \ o � - � O 80 CFM I a (30CFM z � � J J / - -cn CONT.) \ I ww "" w �I O I uz 2 m _ T I _ — I 0 I o ®` J a I U I cn w I 0 I r -I w I mm I • Q w I Z CC I 0 11 CC I o N d h a z PRINT DATE: 8/6/2021 ELECTRICAL PLAN SHEET: 0 1 1/4 IN = 1 FT -101 STANDARD PLAN F- I 0 . 12-03 - CONCRETE CURBS STANDARD PLAN F-80 . 10-04 - CONCRETE DRIVEWAY ENTRANCE MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS VARIES(SEE CONTRACT) FACE OF CURB c VARIES 12"TO 24" - FACE OF CURB FACE OF CURB �c- FACE OF CURB BROOMED (SEE NOTE 1)m VARIES(SEE CONTRACT) VARIES I 8 1/2" 5 1/2' VARIES FROM 6"(IN)TO 0"(IN)- FINISH(TYP.) I BROOMED 4 1 F r 10 TO 22 1 I IMAINTAIN 1H:SV SLOPE if ////fr/' VVVw, 1 3/8"(IN)EXPANSION JOINT(-YP.)- FINISH(TYP.) DRIVEWAY f�//� CEMENT CONC. PEDESTRIAN CURB(TYR) r 1" IN R, (SEE CONTRACT) 1"{IN)R. I 5 112" 1" I VARIES 1"(IN) ON SIDE OF CURB SEE STANDARD PLAN F-30.10,� (SEE NOTE 1) ENTRANCE ( ) • R / 1 (WHEN SPECIFIED IN SEE STANDARD PLAN 10. 2 CONTRACT)- SIDEWALK MATCH ROADWAY MATCH ROADWAY 1"(IN)R. I MATCH ROADWAY CEMENT CONC.SIDEWALK CEMENT CONCRETE __ i , \� (TYP.) 112"(IN)R. MATCH ROADWAY I SLOPE / 3/8"(IN)EXPANSION JOINT SLOPE SLOPE SLOPE 1!2" 1N] R. o - + I ( 3"(IN)R. (TYP•)-SEE STANDARD - SIDEWALK 1/2"(IN)R i� 1/2"(IN)R. °pP 1/2"(IN) ROADWAY 112"(IN) ROADWAY PLAN F-30.10 S ROADWAY ..L l 6 - •8 ROAD Y _ R. I d + 2.096'� R. {TYP.) • 1 i� p - • • 4 r _ r 4 p 9 I LL 0 n / r '7' CO • - ' , L - I ni a- " ' �• {SEE CONTRACT} cr a n ' 1 - I 4 - • • FLUSH WITH GUTTER PAN AT CURE ;Ir I * �j R,„„.. ' yI LIP AT DRIVEWAY VERTICAL ' �� 11:1 - (SEE CONTRACT) 1' 6" I I 1'-6" 7 11112' 111l2" I - j . a) I�' I % R r ; 1 i 121 DUAL-FACED CEMENT CONCRETE I CEMENT CONCRETE I DEPRESSED CURB SECTION ' TRAFFIC CURB AND GUTTER TRAFFIC CURB AND GUTTER I AT CURB RAMPS AND PLAN VIEW CEMENT CONCRETE CURB DRIVEWAY I DRIVEWAY ENTRANCES CEMENT CONCRETE f AND GUTTER(SEE NOTE 3) 5'-0" 2'-6" TAPER(TYP.) DRIVEWAY ENTRANCE �� USE THIS DETAIL I TYPE 1 �L�RB{(SEE NOTE 3)J PLAN VIEW SIDE SLOPE(TYP.) L J NOTES {TYP.} (TYP.)F 1. When the driveway width exceeds 15' (ft), construct a full depth TYPE 2 15'MAX.(SEE NOTE 6] VARIES 15'MAX.(SEE NOTE 6) expansionjoint with 318" (in)joint filler alongthe drivewaycenterline. B - p 1/2"(IN)LIP BETWEEN GRADE (TYP.) (SEE CONTRACT) {TYP.) See Standard Plan F-30.10. Construct expansion joints parallel ROADWAY GUTTER 1"(IN) R. GEMENT CONCRETE BREAK GRADE .- GRADE BREAK with the centerline as required at 15' (ft) maximum spacing whenAND CURB,OR SEE 112"(IN)R_ �! (SEE CONTRACT) SEE CONTRAC 6' CURB RAMP, LANDING, BREAK -\ NOT STEEPER THAN [ T] CEMENT CONCRETE OR 112"(IN) R. ** * * "v driveway widths exceed 30' (ft). CONTRACT PLANS vo i ASPHALT CONCRETE 1"(IN) OR DRIVEWAY ________.... ROAD GRADE f 1 See Standard Plan F-30.10 for Curb Expansion and i; SIDEWALK OR PATH VARIES FROM R ENTRANCE ill Mil. Contraction Joint spacing and see Standard amain 'Emir 2. See Standard Plan F-30.10 for sidewalk details- 1/2"{IN)R. (TYP.). * a DEPRESSED CURB AND or) T_ Specification Sections 8-04 and 9-04 for • • 3. Curb and Gutter shown; see the Contract Plans for the GUTTER(SEE NOTE 3) J 1 8"(IN)TO 0"(IN) additional requirements. PEDESTRIAN RAMP -' a PEDESTRIAN RAMP curb design specified. See Standard Plan F-10.12 for 11111111111111 6. to \-0 CEMENT CONCRETE Curb Details. f 3/8"(IN)PREMOLDED JOINT FILLER I SIDEWALK __ 3/8"(IN)EXPANSION JOINT(TYP.)- DRIVEWAY / r (TYP-) SECTION A J (WHEN ADJACENT TO CEMENT --_- 318"{IN) PREMOLDED SEE STANDARD PLAN F-30.10 4. Avoid placing drainage structures, junction boxes (SEE NOTE 7) SIDEWALK DRIVEWAY RAMP CONCRETE SIDEWALK) JOINT FILLER or other obstructions in front of driveway entrances. 3I8"(IN)EXPANSION JOINT(TYP.).- 1/2"(IN) LIP BETWEEN SEE STANDARD PLAN F-30.10 ROADWAY GUTTER 5. Where 'GRADE BREAK" is called out, the entire length of the SECTION 0 CEMENT CONCRETE PEDESTRIAN CURB CEMENT CONCRETE PEDESTRIAN CURB (SEE CONTRACT) (SEE CONTRACT) AND CURB(OR SEE line between the two adjacent surface planes shall be flush. CONTRACT) LEGEND AT CURB RAMPS, LANDINGS, 1/2"(IN)R. 6. The Pedestrian Ramp length is not required to exceed15 feet AND DRIVEWAY ENTRANCES (TYR) " DEPRESSED CURB (unless otherwise shown in the Contract Plans). When applying - SLOPE IN EITHER DIRECTION 7::$ {SEE CONTRACT AND GUTTER the 15-foot max. length (measured from back of sidewalk) the 1.5%OR FLATTER RECOMMENDED FOR - ----- _ . �� ) * ip (SEE NOTE 3) o •' �� running slope of the pedestrian ramp is allowed to exceed 8.3/0. * DESIGN/FORMWORK(2%MAX.) oP�TRj ;. " Use a single constant slope from bottom of ramp to top of °' T fr'� DRIVEWAY RAMP ramp to match into the sidewalk over a horizontal distance 7.5%OR FLATTER RECOMMENDED FOR �� x pQ 9PASAJ * * DESIGN/FORMWORK(8.3%MAX.) Q{ WAS /4, �� (13 CC FACE OF CURB - FACE OF CURB ti�� DRIVEWAY 2_3/B"(IN)EXPANSION JOINT(TYP.)- of 15 feet. {SEE NOTE 6) C c ' L!J FACE OF CURB �j,, 5 u F VARIES 12"TO 24" a 5 F• „- `fL r _1 (SEE NOTE 7) SEE STANDARD PLAN F-3i1.10 FACE OF CURB u 7. Beyond limits shown. Pay item does not include driveway. iQ m VARIES ' 71/4" rr� 'r: a SECTION lJ See Contract Plans. 10"TO 22" - 1 61/2" 1 `J0 "CEMENT CONCRETE DRIVEWAY , (SEE CONTRACT) +p Z ENTRANCE TYPE 2"PAY LIMITS p g 5 112 1" 1 1l2"(IN)R. 0,.. 34363 S� U_ "CEMENT CONCRETE DRIVEWAY 1O CONTRACTION JOINT(TYP.)-SEE STANDARD PLAN F-30.10FOR RAMP LENGTHS E O� �� 28680 �4 u ❑ 1"(IN)R. 1"(IN)R. 1/2"(IN)R. 1"(IN) R. 112'(IN) R. J. �6I ST��� ��� IL ENTRANCE TYPE 1"PAY LIMITS CONTRACTION JOINT EQUALLY SPACED 4'-0"MIN.IOC. $�,s CI 5T R.ACS 1 �1dNAL �� 'ONAL co 1 DRIVEWAY _ f Zdlir,Suns ROADWAYRDAownr 111 ` o - 1:: v - m c . e m ROADWAY • m ROADWAY - n ' a Barry,Ed116 Q� �� n a•• �" c May 6 2fl14 3:3] PM (SEE NOTE 7) DRIVEWAY v y a ❑ (SEE NOTE 7} Jul 1:?016 426 PM • d . . o . a . L,�� CEMENT CONCRETE ' " I, CEMENT CONCRETE CURBS - DRIVEWAY ENTRANCE t.e v ° • Ix . A CL.4D00 CONCRETE �/ a ' • C!. 4000 CONCRETE I TYPES 1, 2, 31 & 4 • • 1 " STANDARD PLAN F-10.12-03 PER STANDARD SPEC.8-06.3 PER STANDARD SPEC.8-Os.3 f STANDARD PLAN F-80.10-04 SHEET 1 OF 1 SHEET 1 3/4".- ,1 3/4" 8 1/4" 8 1/4" SHEET 1 OF 2 SHEETS ---- APPROVED FOR PUBLICATION APPROVED FOR PUBLICATION =itit* Peg C ncr,J T '-6�411, Balcolich.Pasco J""1 1 2014 1125 PM - C4G. 1`a Jul 1520152:27 PM axgr STATE PE&ONHEq' ISOMETRIC VIEW ; - ISOMETRIC VIEW STATE OEsicrlENCIu�R DUAL-FACED CEMENT CEMENT CONCRETE MOUNTABLE CEMENT `�/ Washington State Department of Transportation CONCRETE TRAFFIC CURB TRAFFIC CURB CONCRETE TRAFFIC CURB Washington slate Department of Transportation TYPE 1 ^" PAY LIMITS TYPE 2 - PAY LIMITS -•- STANDARD PLAN F_30 . 10_03 - CONCRETE SIDEWALKS STANDARD PLAN F_80A 0_04 - CONCRETE DRIVEWAY ENTRANCE MAX 20' DRIVEWAY WIDTH PER STR-28 OF EDS STANDARDS 1' 0" 6" SIDEWALK SEE FOR SIDE TREATMENT SIDEWALK 8 1/2" B 112" BROOMED VARIES 318"(IN)EXPANSION JOINT(TYP.) (SEE CONTRACT) F CONTRACTION FACE OF CURB ;3 , FINISH(TYP-) �' [SEE CONTRACT PLANS} SEE STANDARD PLAN F-30.10 1'-0" I'-d' SEE OTHER SIDEWALK SECTIONS (SEE CONTRACT) JOINT 5 1/2" 1" (SEE CONTRACT) �'1 ROUNDING 2•00 1 11T(IN)R.(TYR.) CURB NOT INCLUDED IN BID ITEM- 1/2"(IN)R.(TYP.) v CEMENT CONCRETE \`p '- MATCH SIDEWALK WIDTH 2.0%MAX. v 70 v 2.0%MAX- SEE STANDARD PLAN F-10.12 1 �� • 4 SIDEWALK , ,MATCH SIDEWALK WIDTH i ��Q�R�`1 • ' , v 1"(IN)R. ROADWAYI • * (SEE CONTRACT) ---c 6'-0" - VARIES - 6'-0„ t N , . 1V. . S A • viN - (SEE CONTRACT) S ' SEE RAISED EDGE 3/8"(IN)PREMOLDED SEE CURB FACE DETAIL a • y \\\ I DETAIL THIS SHEET JOINT FILLER '„ i \ s. [ w, ' 3/8"(IN) EXPANSION JOINT(TYP.)- T WITH RAISED EDGE •� ��\~ C) - SEE STANDARD PLAN F-30.10 ������ BROOMED MONOLITHIC CEMENT CONCRETE " \ FINISH(TYP.) FINISHED GRADE 1"(IN) BELOW .,,, U F F 1 8" 6 112"TOP OF CONCRETE SURFACE CURB AND SIDEWALK0 a - \ 2'-0" SIDEWALK NOTE „ " \ 1,-0„ 1 MIN. �+ (SEE CONTRACT) CURB FACE DETAIL „ � D " \1\\\\\\� 1rr(IN)R.(TYP.) 1. Four feet of the sidewalk width shall be the minimum pedestrian accessible .,° - �" * °" i `�. ROUNDING CURB NOT INCLUDED IN BID ITEM route free of vertical and horizontal obstructions. Gratings,Access Covers, EXTEND SIDEWALK TRANSVERSE EXPANSION SEE STANDARD PLAN F-10.12 Junction Boxes, Cable Vaults, Pull Boxes and other appurtenances within the JOINTS TO INCLUDE CURB(FULL DEPTH) / ,2.096 2.0%MAX. �1 �� � r �. ,`- sidewalk must have slip resistant surfaces, be flush with surface, and match � / ! 7 .r 7 ' grade of the sid®walls. ', [SEE NOTE 1) 2'-6" 2'-fi" CEMENT CONCRETE DRIVEWAY ENTRANCE (SEE NOTE 1) CEMENT CONCRETE Q� r��l /,�� � q , "(IN) L BUFFER STRIP(TYP.) CURB AND GUTTER SIDE SLOPE(TYP.) CURB AND GUTTER -' yC A� J 1 PRFMOLDED JIIIIIII WALL OR BARRIER \, RYP•) (TYP•) (SEE NOTE 3) (SEE NOTE 3) t'lk JOINT FILLER •t�'` -J , PLAN VIEW PLAN VIEW ADJACENT TO CURB n TYPE 3 DRIVEWAY SLOPE(TYP.)NCE TYPE 4 (STEEP FILL SLOPES) SIDEWALK a •• BROOMED FINISH(TYP.) z 112"(IN)R. �" 4"(IN]WIDE,SMOOTH-TROWELED LL 11 *THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE ❑ 1'-0" 51DEUI__ 1t © PERIMETER U i ALL CUT O SLOPES f MIN. (SEE CONTRACT) Q� CEMENT CONCRETE CURB co 0 112"(IN)R(TYP.) v (CURB AND GUTTER SHOWN) CURB NOT INCLUDED IN BID ITEM NOT INCLUDED IN BID ITEM ¢ J 2.095 1 2,1]%MAT{. 318"(IN) PREMOLDED e p 112"(IN)R. (TYP.) MATCH SIDEWALK WIDTH y (SEE CONTRACT) F (SEE CONTRACT) SEE STANDARD PLAN F-10.12 SEE STANDARD PLAN F-10.1Y1. m 1V �� JOINT FILLER (SEE CONTRACT) ....L, 4H= •�[E� D 4 DRIVEWAY 1/2"(IN)LIP BETWEEN ROADWAY 11 1!2"(IN)LIP BETWEEN ROADWAY F� (SEE NOTE 7) * �� - GUTTER AND CURB(OR SEE 112"(IN) R.(TYP.) `P GUTTER AND CURB[OR SEE 318"(IN)PREMOLDED .:�.-r .r -- CONTRACT} CONTRACT) JOINT FILLER :' r SIDEWALK ADJACENT TO WALL DETAIL Q ° ADJACENT TO CURB r' r SIDEWALK DRIVEWAY BRIDGE OR PEDESTRIAN R ;�r .' J DRIVEWAY DEPRESSED (SEE NOTE 7) EWAY J� DEPRESSED RAILING ,....ter.-' , .mil 3/8"(IN) EXPANSION JOINT(TYP.)- - RAMP CURB AND GUTTER DRiVRAMP SECTION EI 1 CURB AND GUTTER CONTi7ACON JOINT SEE STANDARD PLAN F-30.10 (SEE NOTE 3) J (SEE NOTE 3) BARRIER_ SEE • SIDEWALK - .% ■ r IN SIDEWALK ONLY SECTION E CONTRACT PLANS may+I (SEE CONTRACT) 8" 112" t ' i • 112"(IN)R.(TYP.) LEVEL ��� r II EXPANSION CURB AND SIDEWALK BOTH V�TR j( . �c rr zb i I CURB NOT INCLUDED IN BID ITEM- 112"(IN)R. J .>,, '���.,0 WAsft.t , �� 0 WAShr/„, FLUSH SEE STANDARD PLAN F-10.12IA !• e •' J i 2.095 MAXI b p U vvr •r %1 ar 1"(IN)R. ISOMETRIC VIEW W "CEMENT CONCRETE DRIVEWAY N ` . � VERTICAL WALL 3JB"[IN]PREMOLDED d ENTRANCE TYPE 3"PAY LIMIT JOINT AND FINISH 0 "CEMENT CONCRETE DRIVEWAY ,; SEE DETAIL JOINT FILLER(TYP.) ' p ,p 34353 p G? ENTRANCE TYPE 4"PAY LIMIT �� 286eO D .../ DETAIL .u4, �0IST �� DRIVEWAY �� 4.6'f 3Tt t� ADJACENT TO CURB AND RAILING OR WALL RAISED EDGE DETAIL JAI ANAL ��G (SEE NOTE 7) 011111111"1111111;''' 58jONA<L ��} EXTEND SIDEWALK TRANSVERSENL.STANDARDD0 CONCRETE DRIVEWAY 3'-0"MIN. JOINTS TO INCLUDE RAISED EDGE Bally, PER SPEC.8-Ofi,3 (SEE NOTE 7) FOR SIDE TREATMENT SIDEWALK BUFFER STRIP May 6 20143:41 PM 'f • llcr,Scott r r ti r --••I r- �-"^- cis ••,--.•, Jul IS 2016 7'07 AM 5EEDSECTIONSEWALK (SEE CONTRACT) ($EEGDNTRACT) CEMENT CONCRETE CEMENT CONCRETE 3p3" z 118 TO 1/4" 112 (IN)R. CURB NOT INCLUDED IN BID!T£M- S1 DEWAL![ GE 4000 CONCRETE 4II 2.0%MAXI (TYP.) SEE STANDARD PLAN F-10.12 "' I PER STANDARD SPEC.8-06.3 I DRIVEWAY 1, 2, 3R8 4CE Air r•, . `,:;�i�`74� � ' r • V D,sa,y' • V' �4 ,H STANDARD PLAN F-30.10-03 �Op / • lk.. STANDARD PLAN F-80"10-04 Y�f 1. -if , ,�ILE .ry D •• ' a -� p�0 P I t, • .� QTO - SHEET 1 OF 1 SHEET s f SHEET 2 OF 2 SHEETS FINISHED GRADE 1"(IN)BELOW TOP OF CONCRETE - - APPROVED FOR PUBLICATION •. i " APPROVED FOR PUBLICATION SURFACE FOR PLANTING FLUSH IF PAVED /7 B'k°"`"•P""" ✓ Cawing-,left' PREMOLDED l �� SunI120141:Y5PM 4� y &TAO/rtaa, Jul18211612:22PM ADJACENT TO BUFFER STRIP JOINT FILLER 1Noshl �„STATE DESIGN ENGINEER ISOMETRIC VIEW ISOMETRIC VIEWilk� TYPE 3 - PAY LIMITS TYPE 4- PAY LIMITS STATE DESIGN ENGINEER QEXPANSION JOINT 0 CONTRACTION JOINT ►// r'� O1f"1°"r OI TfO"ePO�°"O" �� WI Washington State Department of Transportation Nodaro 0,1 _ No disturbance allowed - ‹P op,CODE�oyA within alley ROW. Part of M � 4.' �,1T Y 0 {�. off-site wetland buffer. l � sG�✓l�jq 1891���`�Z c fr ri 1 i I �� Cc f �TOF,�91 tNs� �� Health and Quality of Trees Proposed for Planting. Trees _ }Lc if) 'Li .r � � proposed for planting must meet the following minimum 1 T. CO r 1! RAP T '.10, standards in order to be credited towards satisfying the tree I� �� _ �'ogor )f 1,1 * T density requirements of this chapter:OriP LOT Co 1/ 0 $F 2.7+ I" - 1. Each tree shall be healthy stock and carefully planted in a 'Ow N r• , +WT ao Tr three-foot or larger hole in good, appropriately fertilized topsoil; r/ lc.., Iv 1 2. Each required deciduous tree shall have a minimum of two-inch 0! ,� t lfo� i' caliper within six inches of ground at time of planting; W rTOP - -* __ � " 3. Each required evergreen tree shall have a minimum height of �y fib } r` 4 eight feet at time of planting; + �g O : ifD iv/P9 4. Trees planted shall include a mix of coniferous and deciduous :A — r trees.At a minimum,thirty percent of the trees planted shall be . 1 1�, _ _Dig coniferous; / 1 �-y--- 4461 ' �6 5. To avoid potentially unhealthy monocultures,the total number of ± ��►e ROWNa • any individual species of replacement tree planted shall not exceed i + 2 4' �+ thirtypercent of the same species or thirty-five percent of the same . * '/ ' 1ft genu of the total number of all replacement trees planted. r Nell �mv �i lele o f ` ' t0'x" [,{�f+mil 0 D 6. Where possible, required trees should predominantly be selected ?Via' • PRO ,IP I from the native tree species.The city planning department will T�y�9 f.. `C ' 4 4 '�-. A -,.x maintain a list of native tree species. (Ord.2756 Att. F, 2006) e"I ,0 w p ,t_ALPA511.754, 20' 17' i �C0� e� POD : lam€ Fr maximum i• 4 ' DI l:Q coU P rr F 70 ' L r • curb cut. 52., SNIP #U } 10 i TO I Strip drain tied to storm system. �"�� � 2-a ' l (( ) acriiD r;A-iP 61 1 "NW 1,0GPilloo-rep V1697 .03 col cull/kV/c iqW-111/17-6-(7 ) O 0 z 0 0 C H O 'u 10-00-00 38-00-00 r ` N.)I— z o . 10-02-00 27-10-00 0 H LAYOUT 24"O.C. A AA m N A .i, f m A09 C) e p° O OO 0' o •-pe — -< A A08(5) o �0 0 0 o 0 C Cr) >o CD o m 6-00-00 O — V C- N) m o o ;L: OD o 0m I> a) 0 p° v / / A07(6) �� —I - o O rn lW pe o oC , y\ mW C- o <IIo- 0 d tv O r p V ()7 W'� \ .r(06 z'v O o D o V 0 . 0 0 WI k ,W C.-- O 5 73 0 0l o O W.\ N 4W pa 1- •A A .i' 0, p� p m o O 6-00-00 Am CO03 n e A (4 to 0_ o C oIII — n o W CD Ao V) s t / / C- a m ? C 0 5 pa U) 0 O p a A (5 IV CD > o o C ° p° U) Iv r U) ?> 0 Si A01 LAYOUT O y ° 24"O.C. > ICI ����yyyJ 22-00-00 e 28-00-00 CID 34-00-00 50-00-00 • >E II .0 * d• im n ° z r -4 X rn • y * o -0 co tj d c x - ~ r O• d n , � o 0 • O - p:i g O 0 Bu. ilders ROOF TRUSS PLACEMENT LAYOUT THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. trusses s are designed as individual building components to be incorporated into the building design FirstSource Puget Sound Market Trusses DATE: 8/20/2021 SCALE: at the specification of the building designer. See the NTS individual design sheets for each truss design identified BUILDER: PLAT:&LOT SALES: on the placement drawing. The building designer is responsible for temporary and permanent bracing of the Lexar - Burlington Tayso Scott/Murray Job roof and floor system and for the overall structure. The design of the truss support structure mcluding headers, PLAN: DESIGNER: APPWRIGHT/MBA#: beams,walls,and columns is the responsibility of the 1478 Silverlake Larry Livingston 2901066 building consultdesiu "Bracing For general guidance regardingav bracing, of wood trusses" available ADDRESS: CITY,STATE: from the Truss Plate Institute, 583 D'Onifrio Drive; Anacortes Madison,WI 53179 ARLINGTON 360-925-4155 EVERETT 425-303-0661 SPANAWAY 253-846-3005 ISSAQUAH 425-391-8000 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:24 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuyIwYy-GLCpEEJnh3yx_hR4HGaxJ?GA14en5P617bHY1 NylvZb 1-3-8 17-0-0 28-0-0 1-3-8 17-0-0 11-0-0 3x6= Scale=1:51.2 5.00 12 15 16 17 4914 , ii 18 13 , ' 19 50 1- 1 1 20 11 1 1 21 4-7-3 3x6 10 1 1-0-8 i 22 51 r gT11 ST12 G ■ 23 8��i , ST9 S 1 Q-4 S 4-0 4T13 S�1 d 4 0 ' 24 25 7 ST15 6 ' ST7 ST8 i�� ■ ST16 i 0 ST2 5 � S� r ! �' p ST17 4i3 r • 38 p ST18 4 i • � • 39 36 35 ; ■ - ST19 3x4 I I $T 1 41 40 3x6= 34 ■ - ■ ST20 W2to 0 33 • , 4 2 1 11i 42 32 ' ■ ro col r r ' 44 31 ' i Q • 45 30 29 1 3.00 12 48 47 46 28 27 26 3x4 I I 3x4 I I 14-0-0 I 28-0-0 1-3-8 28-0-0 Plate Offsets(X,Y)-- [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 26 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:169 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No.2 10-0-0 oc bracing:26-27. OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (Ib)- Max Horz48=132(LC 7) Max Uplift All uplift 100 lb or less at joint(s)48,37,26,36,38,39,40,41,42,43,44,45,46,27,33,32,31, 30,29,28 except 47=146(LC 10) Max Gray All reactions 250 lb or less at joint(s)48,37,26,35,34,36,38,39,40,41,42,43,44,45,46,47, 27,33,32,31,30,29,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=11omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-0,Interior(1)1-8-0 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-10-4,Exterior(2E)24-10-4 to 27-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)48,37,26,36,38,39 ,40,41,42,43,44,45,46,27,33,32,31,30,29,28 except(jt=lb)47=146. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)37,35,34,36,38,39,40,41,42,43,44,45,46 ,47,27,33,32,31,30,29,28. 12)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A02 Scissor 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Augg2�0 13:48:25 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-kXmBRaJPSM4obrOGrz5AsDoA8UubgnWRMF15ZpylvZa 1-3-8 4-9-15 10-2-14 17-0-0 22-2-15 28-0-0 1-3-8 4-9-15 5-4-15 6-9-2 5-2-15 5-9-1 Scale=1:49.5 4x6 I I 5.00 112 6 II 14 15 2x4 II 3x4 7 3x6 5 16 4 ', 3x6 6x8%.4400 ♦♦ �� 8 MIN 044., 3x6\\ 3 I. 11 3x6\\ ♦ �r� 6x8— 0 O 13 ♦ t ` r W8 2 HW 12 01 C 1 ♦♦ 3x4% 10 4x8 3.00 12 9 7x10 I 3x4 II 7-6-6 14-0-0 22-2-15 28-0-0 1-3-8 28-0-0 Plate Offsets(X,Y)-- [3:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.18 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.32 Vert(CT) -0.32 10-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.34 Horz(CT) 0.21 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T3:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-10 WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 DF SS-6-0-2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1256/0-5-8 (min.0-2-1),9=1165/0-5-8 (min.0-1-15) Max Horz2=129(LC 10) Max Uplift2=-249(LC 10),9=177(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-3232/674,3-13=3185/687,3-4=-3305/631,4-5=3180/642,5-14=-2798/487, 6-14=-2706/496,6-15=1388/377,7-15=-1458/362,7-16=1374/292,8-16=-1448/281, 8-9=-1130/230 BOT CHORD 2-12=-694/2825,11-12=635/3122,10-11=-187/1556 WEBS 3-12=0/322,5-11=613/293,6-11=-298/1794,6-10=-451/107,7-10=-403/222, 8-10=-174/1332 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-10-4,Exterior(2E)24-10-4 to 27-10-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2,9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=249, 9=177. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A03 Roof Special 4 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:26 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-CkJZtwK1 DgCfD?bSPhcPOQLOwtDSZ4obavme5FylvZZ 1 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 29-3-8 I 3-11-6 3-8-2 3-10-13 6-9-3 5-2-15 5-9-1 4x5= Scale=1:49.8 5.00 12 6 Pll 4///////////////////////,1412x4 II 3x6-,-.5- 7 3x6% 5 p 19 3x4 II 4�� \� 3x6 8 ii 3x4 11 2 5x6= 16 to :�► p W10 (9 o W2 of 71- M a 1 WI 0 10 o --gi l? 3.00 12 3x10 3x6= 20 14 15 13 4x12% 9 3x4= 3x4= 3x4 I I 8-9-13 3-11-6 7-3-83-11-6 77,8 15=3-815=3-8 23-6-7 29-3-8 1 29-3-8 Plate Offsets(X,Y)-- [12:0-3-12,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.10 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.21 11-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-9-4 oc bracing. B4:2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-10 WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9=802/0-5-8 (min.0-1-8),15=1647/0-4-0 (min.0-2-11) Max Harz 15=131(LC 14) Max Uplift9=-152(LC 11),15=320(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-313/338,2-16=303/393,2-3=-1191/1335,3-4=1180/1269,4-5=-1169/1358, 5-17=-1079/197,6-17=986/207,6-18=-873/276,7-18=942/261,7-19=-860/174, 8-19=-933/163,8-9=766/175 BOT CHORD 1-20=-311/308,14-20=311/308,13-15=-1647/782,12-13=1625/724,11-12=-218/566, 10-11=-124/774 WEBS 2-14=-325/227,12-14=286/326,2-12=-887/870,5-12=2212/890,5-11=-166/473, 6-11=-40/383,7-10=402/222,8-10=-134/829 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-3-8,Exterior(2R)15-3-8 to 21-3-8,Interior(1) 21-3-8 to 26-1-12,Exterior(2E)26-1-12 to 29-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)9,15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=152, 15=320. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A04 Roof Special 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:26 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuylwYy-CkJZfwK1 DgCfD?bSPhcPOQLN5tDdZ5ybavme5FylvZZ 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 28-10-0 35-3-8 3-11-6 3-8-2 ' 3-10-13 6-9-3 5-2-15 5-3-9 6-5-8 Scale=1:58.6 5x6= 5.00 12 6 ib 20 j174l 111..e 3x1051 3x10 i 4 8 4x6 • 3x6 I I 4 0. / 3x4 14 - IIII 22 Sx6= 9 19 B5 10 N O O 07 CSI 1 2 �� 13 I40 0 d - _ - o i i I 3x10 _3 0 3x6= 23 0K 18 3.00 12 0 1 17 16 5x8% 12 24 11 3x4= 3x6= 5x8= 3x10 II 3-11-6 , 7-3-8 7-,7r8 15-3-8 23-6-7 28-10-0 29-3-8 35-3-8 35-3-8 Plate Offsets(X,Y)-- [11:Edge,0-3-8],[15:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.10 14-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.21 14-15 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except BOT CHORD 2x4 DF No.2*Except* end verticals. B4:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 18=1566/0-4-0 (min.0-2-9),12=1386/0-5-8 (min.0-2-5) Max Harz 18=125(LC 14) Max Uplift18=-315(LC 6),12=273(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-315/338,2-19=304/393,2-3=-1191/1335,3-4=1185/1271,4-5=-1173/1360, 5-20=-865/146,6-20=777/158,6-21=-532/197,7-21=597/185,7-8=-487/107,8-9=608/91, 9-22=347/480,10-22=-363/378 BOT CHORD 1-23=-311/309,17-23=311/309,16-18=-1566/721,15-16=1544/664,14-15=-148/650, 13-14=-28/601,12-13=418/446,12-24=-350/369,11-24=349/369,9-12=-1142/297 WEBS 2-17=-322/227,2-15=888/870,15-17=-260/310,5-15=2046/769,5-14=-108/409, 6-14=-11/413,7-13=341/190,9-13=-125/946 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-6-6,Interior(1)3-6-6 to 14-9-2,Exterior(2R)14-9-2 to 21-9-14,Interior(1) 21-9-14 to 31-7-6,Exterior(2E)31-7-6 to 35-1-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)18,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=315, 12=273. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A05 Roof Special 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:27 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-gwtxsGLf_KW r99fzO7exeu V2HYm IZmkpZWCdiylvZY 3-11-6 7-7-8 11-6-5 18-3-8 23-6-7 28-10-0 36-7-0 3-11-6 3-8-2 3-10-13 6-9-3 5-2-15 5-3-9 7-9-0 Scale=1:60.2 5x6= 6 ill 18 19 2x4 I I 3x6% 7 3x10--,:= 3x10 • 5.00 12 3x6 II 4 8 4x6 43 �, �11 ,it 9 • 3x4 13 2 20 Sx6= 9 B5 WI W 10 co co N a 1 B'_ 3 12 N dI I -• Iv o 3x10-. d 3x6= 16 dF 17 3.00 12 c— 21 3x6= 15 5x8 = 11 3x4= 3x6— 5x8= 3-11-6 1 7-3-8 7r7r8 15-3-8 , 23-6-7 28-10-0 20-3,-8 36-7-0 36-7-0 Plate Offsets(X,Y)-- [14:0-2-4,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.10 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.21 13-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.87 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. B4:2x4 DF 2400F 2.0E WEBS 1 Row at midpt 6-12 WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=1528/0-4-0 (min.0-2-8),11=1545/0-5-8 (min.0-2-9) Max Harz 17=-124(LC 11) Max Uplift17=-312(LC 6),11=316(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-315/393,2-3=1201/1335,3-4=-1197/1271,4-5=1185/1361,5-18=-762/140, 6-18=-674/152,6-19=375/152,7-19=-440/140,7-8=331/101,8-9=-452/85,9-20=600/757, 10-20=610/650 BOT CHORD 1-16=-311/310,15-17=1528/695,14-15=-1506/638,13-14=142/707,12-13=-22/518, 11-12=-675/671,11-21=600/591,10-21=-599/591,9-11=1243/374 WEBS 2-16=-324/227,14-16=260/309,2-14=-888/880,5-14=1966/709,5-13=-78/385, 6-13=-8/437,7-12=338/188,9-12=-228/1059 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-11-6,Interior(1)3-11-6 to 14-7-10,Exterior(2R)14-7-10 to 21-11-6,Interior(1) 21-11-6 to 32-11-2,Exterior(2E)32-11-2 to 36-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)17,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=312, 11=316. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A06 Common 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:28 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-86RJ4cMHIHSNSIkrW6ftTrQjzhxY1 A8t2DFIA8ylvZX 4-0-0 7-6-4 12-10-14 18-3-8 23-8-2 29-0-12 36-7-0 4-0-0 3-6-4 5-4-10 5-4-10 5-4-10 5-4-10 7-6-4 Scale=1:59.5 5x6= 5.0(02 5 ICI 3x4� 17 18 x4 4 6 3x10% Q 3x10 4x8 3 7 4x8 ' 2 O. alle• 8 16 19 1 W1 W1 9 " ININ- -1100.7",444 81 o o r,1 4x6= 20 — 13 21 4x6= o 15 14 12 11 10 3x6= 3x4= 3x10= 3x10= 3x4= 3x10= 3x10= 3x10= 4-0-0 , 7-3-8 7-6-4 12-10-14 18-3-8 23-8-2 , 29-0-12 29r3-8 36-7-0 I 36-7-0 Plate Offsets(X,Y)-- [10:0-10-8,Edge],[15:0-10-8,0-1-8],[15:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.03 12-14 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.22 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-SH Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x4 DF No.2,B3:2x4 DF 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2*Except* be installed during truss erection,in accordance with Stabilizer W1:2x6 DF No.2 Installation guide. REACTIONS. (lb/size) 15=1537/0-5-8 (min.0-2-8),10=1536/0-5-8 (min.0-2-8) Max Harz 15=122(LC 10) Max Uplift15=-314(LC 6),10=314(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=-662/693,2-16=651/787,2-3=-359/94,4-17=436/145,5-17=-366/156, 5-18=-366/154,6-18=436/142,7-8=-358/90,8-19=647/785,9-19=-659/691 BOT CHORD 1-20=-642/648,15-20=643/648,10-21=-641/644,9-21=640/645,14-15=-644/646, 13-14=-43/319,12-13=43/319,11-12=0/320,10-11=642/642 WEBS 6-11=-440/260,8-11=379/1057,8-10=-1369/526,4-14=439/259,2-14=-383/1060, 2-15=-1372/531 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-7-14,Interior(1)3-7-14 to 14-7-10,Exterior(2R)14-7-10 to 21-11-6,Interior(1) 21-11-6 to 32-11-2,Exterior(2E)32-11-2 to 36-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)15,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)15=314, 10=314. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A07 Common 6 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:29 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-cJ?iHxNvVbaE4SJ14pA603zuj5HtmcT1 Ht?JiaylvZW 7-6-4 12-10-14 18-3-8 23-6-12 29-1-8 7-6-4 5-4-10 5-4-10 5-3-4 5-6-12 4x5= Scale=1:53.1 5.00 12 5 LI 15 16 3x4� 3x4 4 6 3x6% � 17 3x10% 3 3x6 2 .0 7 i 14 W9 `7 W1 ,8 of a1 ` Fll D1 a co — NE I,L 4x6= 18 = 11 c 13 12 10 9 g 3x6= 3x6= 3x6= 3x10= 3x4= 3x4 II 3x10= 7-3-8 7-6,-4 12-10-14 18-3-8 23-6-12 29-1-8 29-1-8 Plate Offsets(X,Y)-- [13:0-1-12,0-1-8],[13:0-10-8,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.02 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.04 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B1:2x6 DF No.2,B3:2x4 DF 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2*Except* be installed during truss erection,in accordance with Stabilizer W1:2x6 DF No.2 Installation guide. REACTIONS. (lb/size) 8=791/0-3-8 (min.0-1-8),13=1644/0-5-8 (min.0-2-11) Max Harz 13=130(LC 14) Max Uplift8=-150(LC 11),13=321(LC 6) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=-653/677,2-14=643/787,2-3=-471/103,3-4=352/119,4-15=-595/162, 5-15=-525/172,5-16=525/160,6-16=-597/144,6-17=617/133,7-17=-691/123, 7-8=-741/170 BOT CHORD 1-18=-642/639,13-18=643/639,12-13=-644/651,11-12=81/365,10-11=-81/365, 9-10=-122/585 WEBS 2-13=-1479/621,2-12=484/1182,4-12=-502/310,7-9=110/662 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 15-3-8,Exterior(2R)15-3-8 to 21-3-8,Interior(1) 21-3-8 to 25-11-12,Exterior(2E)25-11-12 to 28-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=150, 13=321. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A08 Common 5 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:30 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-4VZ4VH NYGvi5icu DeXhLZG W5XVacV4RAVXksE 1 ylvZV 1-3-8 3-6-2 10-5-10 17-0-0 23-8-2 27-10-0 1-3-8 3-6-2 6-11-8 6-6-6 6-8-2 4-1-14 4x5= Scale=1:49.3 5.00 12 6 15 16 3x4; 3x4 3x6 5 7 17 4 3x4 8 W4 6x8% W3 3x6\\ 3 2 3 W5 14 W7 2 W1 6 rc1 c B2 ❑ 13 18 19 12 11 10 4x12 11 9 9 3x4= 4x6= 3x10= 3x6= 3x4 11 6-10-9 17-0-0 23-8-2 27-10-0 1-3-8 27-10-0 Plate Offsets(X,Y)-- [3:0-4-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.23 11-13 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.40 11-13 >823 180 BCLL 0.0 * Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:155 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 WEBS 1 Row at midpt 5-11 SLIDER Left 2x8 DF SS-4-3-1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1247/0-5-8 (min.0-2-2),9=1161/0-3-8 (min.0-2-0) Max Horz2=130(LC 10) Max Uplift2=-247(LC 10),9=176(LC 11) Max Grav2=1286(LC 2),9=1209(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-2070/394,3-14=1996/407,3-4=-2014/334,4-5=1888/346,5-15=-1232/301, 6-15=-1161/311,6-16=1158/309,7-16=-1231/299,7-17=896/239,8-17=-967/236, 8-9=-1146/241 BOT CHORD 2-13=-447/1745,13-18=313/1572,18-19=-313/1572,12-19=313/1572,11-12=-313/1572, 10-11=-150/870 WEBS 5-13=0/407,5-11=669/271,6-11=-58/581,7-11=35/318,7-10=-605/163,8-10=185/1122 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 14-0-0,Exterior(2R)14-0-0 to 20-0-0,Interior(1) 20-0-0 to 24-8-4,Exterior(2E)24-8-4 to 27-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=247, 9=176. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 A09 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:31 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-Zh7SidOA1 CgyJmTQCECa5U2MGu 1 REZCKkBUPmTylvZU 1-3-8 17-0-0 27-10-0 1-3-8 17-0-0 10-10-0 3x6= Scale=1:50.6 5.00 12 15 16 17 14 18 13 19 1 20 11 21 3x6% 10 22 8 9 234q 9 3x4 II 7 24 R - 6 ST10 ST11 ST12-0-8T12 ST11 ST10 ST9 25 DO 5 g 4 ST7 STB ST8 ST7 3x4 II 3 STS ST6 1-4-0 4-0-0 1-4-0 ST6 ST5VV2 ST4 oS 2 S + cc £T1 a a a Fa a a a a Em a a a a aB2 a a a a a 48 47 46 45 44 43 42 41 40 39 38 3736 35 34 33 32 31 30 29 28 27 26 3x4 I I 3x6= 3x4 I I 27-10-0 1-3-8 27-10-0 Plate Offsets(X,Y)-- [16:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 26 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T3:2x4 DF 2400F 2.0E end verticals. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 27-10-0. (Ib)- Max Horz48=132(LC 7) Max Uplift All uplift 100 lb or less at joint(s)48,26,36,38,39,40,41,42,43,44,45,46,27,33,32,31,30, 29,28 except 47=137(LC 10) Max Gray All reactions 250 lb or less at joint(s)48,26,35,34,36,38,39,40,41,42,43,44,45,46,47,27, 33,32,31,30,29,28 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14-15=-116/262,17-18=116/263 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=11omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-0,Exterior(2N)1-8-0 to 14-0-0,Corner(3R)14-0-0 to 20-0-0,Exterior(2N) 20-0-0 to 24-8-4,Corner(3E)24-8-4 to 27-8-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)48,26,36,38,39,40 ,41,42,43,44,45,46,27,33,32,31,30,29,28 except(jt=lb)47=137. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 B01 QUEENPOST 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:32 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-1 thgvzPooWypxw2clyjpehbWzl E8zzNTzrDzJvylvZT -1-3-8 3-8-9 8-6-0 11-6-0 13-3-6 23-0-0 24-3-8 1-3-8 3-8-9 4-9-6 3-0-0 1-9-6 9-8-10 1-3-8 Scale=1:40.2 3x6= 5 7 9 5x6= 1 5.00 12 4 3211 PiST11-0-8 6 13 1-40 15 4x6% ST2 i-0-0 1,1 17 ■,� ST2 4'0,0 3 V 12 18 ✓� � ,. -• i 9112 3x4 II 31 �l ST2 19 3x4 II 2 ST3 40 16 20 .r cc1 ST4 ST5 21 co Ra 28 27 ,, 29 3x6= 5x8= 3x4 II 3x6= 3x10= 26 25 24 23 22 8-6-0 16-10-0 17rQ-0 23-0-0 1-3-8 23-0-0 1-3-8 Plate Offsets(X,Y)-- [7:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.10 28-29 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.20 28-29 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.27 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x6 DF No.2 end verticals. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 JOINTS 1 Brace at Jt(s):10,14,6 WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-5-8 except(jt=length)29=0-5-8,26=0-3-8. (Ib)- Max Horz 29=-61(LC 11) Max Uplift All uplift 100 lb or less at joint(s)24,23,22 except 25=263(LC 11),29=-183(LC 10) Max Gray All reactions 250 lb or less at joint(s)24,23 except 25=734(LC 1),22=339(LC 1),29=866(LC 1), 26=316(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1001/248,4-6=782/181,6-8=-783/179,8-10=819/187,10-12=-966/263, 12-14=-1023/297,14-16=1036/301,16-25=-1069/314,20-22=281/101 BOT CHORD 28-29=-249/941,27-28=179/1060,26-27=-179/1060,25-26=179/1060 WEBS 4-28=0/333,3-29=991/281 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 21-3-8,Exterior(2E)21-3-8 to 24-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,23,22 except (jt=lb)25=263,29=183. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 B02 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:33 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-V4FC7JQQZg4fZ4doJfE2Av8e8iZAiTccCVzWrLylvZS -1-3-8 5-10-15 11-6-0 17-1-2 23-0-0 1-3-8 5-10-15 5-7-2 5-7-2 5-10-15 Scale=1:38.5 4x5= 5 5.00 12 20 21 2x4 Q 2x4// 4 6 5:: 212275: 8 B1 B2 11 10 9 4x12 3x4= 3x6= 3x4= 4x12 8-6-14 14-5-2 23-0-0 1-3-8 23-0-0 Plate Offsets(X,Y)-- [2:0-8-9,Edge],[8:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.10 9-11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.14 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 8=964/0-5-8 (min.0-1-9),2=1051/0-5-8 (min.0-1-12) Max Horz2=94(LC 14) Max Uplift8=-165(LC 11),2=196(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-325/74,3-4=1497/369,4-20=-1316/333,5-20=1264/342,5-21=-1270/347, 6-21=-1336/337,6-22=1481/376,7-22=-1507/364,7-8=357/0 BOT CHORD 2-11=-275/1317,10-11=163/1017,9-10=-163/1017,8-9=283/1330 WEBS 5-9=-81/381,6-9=287/183,5-11=-78/372,4-11=275/180 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 20-0-0,Exterior(2E)20-0-0 to 23-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)8=165, 2=196. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 B03 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:33 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-V4FC7JQQZg4fZ4doJfE2Av8e W iZMiTccCVzW rLylvZS 5-10-15 11-6-0 17-1-2 23-0-0 5-10-15 5-7-2 5-7-2 5-10-15 Scale=1:37.3 4x5= 4 5.00 12 21 20 2x4 Q 2x4// 3 5 5x6% 19 22 2 65x6 1 7 1 W1 HW B1 B2 10 9 8 3x4= 3x6= 3x4= 4x12 4x12 I I 8-6-14 14-5-2 23-0-0 23-0-0 Plate Offsets(X,Y)-- [1:0-3-8,Edge],[7:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.10 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(CT) -0.14 10-13 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.08 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:106 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=966/0-5-8 (min.0-1-9),7=966/0-5-8 (min.0-1-9) Max Harz 1=-77(LC 11) Max Uplift1=-165(LC 10),7=165(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-347/0,2-19=1510/367,3-19=-1485/379,3-20=1341/341,4-20=-1275/350, 4-21=-1274/350,5-21=1341/341,5-22=-1486/379,6-22=1511/367,6-7=-357/0 BOT CHORD 1-10=-285/1332,9-10=167/1022,8-9=-167/1022,7-8=286/1334 WEBS 4-8=-81/381,5-8=287/183,4-10=-81/382,3-10=284/182 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-6-0,Exterior(2R)8-6-0 to 14-6-0,Interior(1)14-6-0 to 20-0-0,Exterior(2E)20-0-0 to 23-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=165, 7=165. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 BP01 BLOCKING 17 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:34 2021 Page 1 I D:UEhrAhEDe931?WxkE8K1 TuylwYy-zGobKfQ2K7DWADC?tMl Hj6gtx62TRxkmQ9i3NoylvZR 1-10-6 1-10-6 3x4= Scale=1:20.5 1 2 3 T1 2x4 If W1 W1 • 81 • 2x4 II 3x4= 5 4 1106 1-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 5 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-P Weight:17 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins:1-3, except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-10-8. (Ib)- Max Horz 5=-113(LC 8) Max Uplift All uplift 100 lb or less at joint(s)3 except 5=138(LC 6),4=-142(LC 7) Max Gray All reactions 250 lb or less at joint(s)5,3,4,4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Provide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb)5=138, 4=142. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO1 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:35 2021 Page 1 I D:U EhrAh EDe931?WxkE8K1 TuylwYy-RSMzY?Rg5RLNoNnBR4H WGKD25WOcANuvfpSdvEylvZQ -1-3-8 10-0-0 20-0-0 21-3-8 1-3-8 10-0-0 10-0-0 1-3-8 Scale=1:35.3 3x6= 9 10 11 II 8 I 12 5.00 12 7 , ' 13 6 il 111 14 5 il i 15 1..00 4 ST7 1-0-8 ST7 ; 16 3 36 r ST5 ST6 ST6 ST5 1 3717 3x4 II 3x4 II T4 1-4-0 4-0-0 1-4-0 ST4 2 il ST2 ST3 ST3 ST2 II il 18 FP ST1 - ST I I, 19 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 I I 5x6= 3x4 I I 20-0-0 1-3-8 20-0-0 l 1-3-8 Plate Offsets(X,Y)-- [10:0-3-0,Edge],[29:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.01 19 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.01 19 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 20 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.2*Except* end verticals. B2:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 35=-51(LC 11) Max Uplift All uplift 100 lb or less at joint(s)35,20,29,30,31,32,33,34,26,25,24,23,22,21 Max Gray All reactions 250 lb or less at joint(s)35,20,28,27,29,30,31,32,33,34,26,25,24,23,22,21 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-8,Exterior(2N)1-8-8 to 7-0-0,Corner(3R)7-0-0 to 13-0-0,Exterior(2N) 13-0-0 to 18-3-8,Corner(3E)18-3-8 to 21-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)35,20,29,30,31,32 ,33,34,26,25,24,23,22,21. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO2 COMMON 7 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug0 13:48:35 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-RSMzY?Rg5RLNoNnBR4HWGKD?gxW I1 AMLvfpSdvEylvZQ -1-3-8 5-1-12 10-0-0 14-10-4 20-0-0 21-3-8 1-3-8 5-1-12 4-10-4 4-10-4 5-1-12 1-3-8 Scale=1:35.3 4x5= 5 5.0(02 22 21 2x4\\ 2x4// 4 6 • 5x6 3 75x6 2 1 1 8 W1 HW1 9 �]ql1 0 12 11 10 3x4= 3x6= 3x4= 4x12 4x12 6-9-3 13-2-13 20-0-0 1-3-8 20-0-0 1-3-8 Plate Offsets(X,Y)-- [2:0-8-9,Edge],[8:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 10-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.13 10-12 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 2=923/0-5-8 (min.0-1-8),8=923/0-5-8 (min.0-1-8) Max Horz2=-76(LC 15) Max Uplift2=-174(LC 10),8=174(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1254/340,4-21=1143/328,5-21=-1102/338,5-22=1103/337,6-22=-1144/327, 6-7=-1255/340 BOT CHORD 2-12=-219/1099,11-12=127/855,10-11=-127/855,8-10=220/1101 WEBS 5-10=-80/347,5-12=80/345 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 18-3-8,Exterior(2E)18-3-8 to 21-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=174, 8=174. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 CO3 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:36 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-vfwLILSIsITEQXLN_noloXmAmveRvpZ3uTBASgylvZP 5-1-12 10-0-0 14-10-4 20-0-0 21-3-8 5-1-12 4-10-4 4-10-4 5-1-12 1-3-8 Scale=1:34.4 4x5= 4 5.00 12 21 22 2x4\\ 2x4 3 5 5x6- 20 2 65x6 1 1 7 HW1 HW1 8 B1 82 O 11 10 9 3x4= 3x6= 3x4= 3x10 I I 4x12 II 6-9-3 13-2-13 20-0-0 20-0-0 1-3-8 Plate Offsets(X,Y)-- [1:0-3-4,0-0-1],[7:0-8-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.07 9-11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.13 9-11 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code IRC2018/TP12014 Matrix-MSH Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=837/0-5-8 (min.0-1-8),7=925/0-5-8 (min.0-1-8) Max Harz 1=-84(LC 15) Max Uplift1=-143(LC 10),7=175(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-1269/341,3-20=1244/351,3-21=-1157/339,4-21=1115/348,4-22=-1108/341, 5-22=-1149/331,5-6=1260/344 BOT CHORD 1-11=-232/1116,10-11=131/860,9-10=-131/860,7-9=223/1106 WEBS 4-9=-80/346,4-11=83/358 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 18-3-8,Exterior(2E)18-3-8 to 21-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=143, 7=175. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 C04 COMMON 2 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:37 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuylwYy-NrUjzhTxd2b51 hwaYVJ_LIIMjJ_deGoC67xk_7ylvZO 5-1-12 10-0-0 14-10-4 20-0-0 5-1-12 4-10-4 4-10-4 5-1-12 Scale=1:32.8 4x5 4 5.00 12 20 21 2x4\\ 2x4// 3 5 • 5x6% 19 2 22 2 65x6 1 1 7 HW1 HW1 0 B1 B2 10 9 8 3x4= 3x6= 3x4= 3x10 I I 3x10 I I 6-9-3 13-2-13 20-0-0 20-0-0 Plate Offsets(X,Y)-- [1:0-3-4,0-0-1],[7:0-8-5,0-0-1] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.07 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.13 8-10 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-MSH Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B1:2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Left 2x8 DF SS-2-6-0,Right 2x8 DF SS-2-6-0 Installation guide. REACTIONS. (lb/size) 1=840/0-5-8 (min.0-1-8),7=840/0-5-8 (min.0-1-8) Max Horz 1=67(LC 10) Max Uplift1=-144(LC 10),7=144(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-1274/345,3-19=1249/355,3-20=-1162/342,4-20=1120/352,4-21=-1121/352, 5-21=-1163/342,5-22=1250/355,6-22=-1276/345 BOT CHORD 1-10=-267/1120,9-10=167/866,8-9=-167/866,7-8=268/1122 WEBS 4-8=-82/358,4-10=83/357 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)0-0-0 to 3-0-0,Interior(1)3-0-0 to 7-0-0,Exterior(2R)7-0-0 to 13-0-0,Interior(1)13-0-0 to 17-0-0,Exterior(2E)17-0-0 to 20-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=144, 7=144. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 DO1 KINGPOST 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:37 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1TuyIwYy-NrUjzhTxd2b51 hwaYVJ_LIINFJ10eGVC67xk_7ylvZO -1-3-8 8-6-0 11-6-0 17-0-0 18-3-8 1-3-8 8-6-0 3-0-0 5-6-0 1-3-8 Scale=1:31.0 3x6= 12 14 10 /, 5x6= RI 8 I li 5.00 12 6 28 % 15 1-0-8 5 111 13 ST2 1-4-0 �� 2-0-0 ST1 V 4-D O 4 S 11 26 27 ',* 3x4 11 3 % ST4 9 . � 3x6 2 % ST2 ST3 I 16 , ST- 7ef 17 o • • i mil -. 20 19 3x4 11 5x8= 4x6= 3x6= 4x5 18 — 25 24 23 22 21 3x4 11 6-0-0 6i2r0 11-6-0 17-0-0 1-3-8 17-0-0 1-3-8 Plate Offsets(X,Y)-- [12:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.02 18-19 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.04 18-19 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 18 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-SH Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except T2:2x6 DF No.2 end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 JOINTS 1 Brace at Jt(s):9,13 OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-5-8 except(jt=length)18=0-5-8,21=0-3-8. (Ib)- Max Horz 25=-41(LC 11) Max Uplift All uplift 100 lb or less at joint(s)25,23,24 except 22=142(LC 10),18=-144(LC 11) Max Gray All reactions 250 lb or less at joint(s)23,24,21 except 25=397(LC 1),22=555(LC 1),18=635(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 15-26=-648/235,16-26=716/219,7-22=-513/165,7-9=502/157,9-11=-490/139, 11-13=-492/144,13-15=472/143,16-18=-582/268,2-25=322/163 BOT CHORD 21-22=-101/597,20-21=101/597,19-20=-101/597 WEBS 16-19=-90/454 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2E)-1-3-8 to 1-8-8,Interior(1)1-8-8 to 5-6-0,Exterior(2R)5-6-0 to 11-4-12,Interior(1) 11-4-12 to 15-3-8,Exterior(2E)15-3-8 to 18-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are 2x4 MT20 unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,23,24 except (jt=lb)22=142,18=144. 7)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)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 Job Truss Truss Type Qty Ply Scott/Murray Job 2901066 E01 GABLE 1 1 Job Reference(optional) Builders First Source,Arlington,WA 98223 Run:8.420 s Feb 10 2021 Print:8.420 s Feb 10 2021 MiTek Industries,Inc. Fri Aug 20 13:48:38 2021 Page 1 ID:UEhrAhEDe931?WxkE8K1 TuylwYy-r125AOUZOMjyfrVm6CgDtyrZVjPTNkuMLngHWZylvZN -1-3-8 5-6-0 11-0-0 12-3-8 1-3-8 5-6-0 5-6-0 1-3-8 Scale=1:21.9 3x6= 7 8 6 5.0(02 5 9 10 4 1-0-8 — 25 24 1_ 3x4 II 3 — ST4 ST4 — 11 3x4 II 2 — ST3 ST3 — 12 St2 1-4-0 4-0-0 1-4-0 St2 w1 ST1 ST1 !dt 13 _ o 23 22 21 20 19 18 17 16 15 14 3x4 I 3x4 I I 11-0-0 1-3-8 11-0-0 1-3-8 Plate Offsets(X,Y)-- [7:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(CT) -0.01 13 n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IRC2018/TPI2014 Matrix-R Weight:55 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-0. (Ib)- Max Horz 23=-21(LC 8) Max Uplift All uplift 100 lb or less at joint(s)23,14,19,20,21,22,15,17,16 Max Gray All reactions 250 lb or less at joint(s)23,14,19,18,20,21,22,15,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;Enclosed;MWFRS (envelope)gable end zone and C-C Corner(3E)-1-3-8 to 1-8-8,Exterior(2N)1-8-8 to 2-6-0,Corner(3R)2-6-0 to 8-6-0,Exterior(2N)8-6-0 to 9-3-8,Corner(3E)9-3-8 to 12-3-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)23,14,19,20,21,22 ,15,17,16. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard