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21-100650-SF-Plan Set-02-18-2021-V121-100650-SF-Plan Set-02-18-2021-V MATERIALS LIST Z On site building conditions and construction methods as well as human error will cause the quantities and / or materials in this list to vary. Verify quantities, types and SYMBOLS quality of materials to be ordered before ordering. Increases for waste not added. 0 M N 0 FOOTING, FOUNDATION and FLOOR CONCRETE ROOFING X DETAIL REF, SECTION REF. CO QTY. DESCRIPTION 8 + squares (800 s.f.) Fiberglass asphalt shingles XX DRAWING NUMBER . 800 s.f. 151b felt . 12 10' roof drip edge metal \ / v�t1 ) Q 181f Ridgevent ® 10.5 + 7 Monolithic footing and floor X 1-- a--+ yd. ELEVATION, SECTION REF. co WINDOW and DOOR XX DRAWING NUMBER 1 4040 Vinyl Window. Operation ICU0 sliding per owner 600 s.f. min 6 mil polethylene 1 3068 Pre hung door: verify jamb size, brick mold, door swing, (� threshold and boring for lockset MONOLITHIC FOOTING AND FLOOR HARDWARE 1 16 ft. x 8 ft. Sectional Overhead Garage Door: Verify XX KEY NOTE L O panel Q QTY. DESCRIPION design, insulation, opener "J" �JJ U) 42 1/2" x 10" Anchor Bolts in Monolithic Footing / Floor with 3" x 3" Cut Washers and Hex Nuts FASTENERS RB-04 HEADER 0 LZ 56 20' - #4 Horz. Rebar @ 24" O.C. Each Way in Floor 10 lbs. - 12d Sinker Nails - Framing N 0 8 20' - 2ea #4 Horz. Rebar Spaced Equal Vertically in Monolithic Footing Floor 15 lbs. - 8d 2Y2" Vinyl coated nails - Roof and wall sheathing 0 and 56 #4 REBAR "L" Hooks, Vert. x Horz. 6'-0" x 1'-7" with 4' Lap Each 10 lbl Shi fi R d /' h 12 1Y" l s. - long, gauge, ea - Roofing Shingles SW - 1 Shear Wall (� � (V 0 Way to #4 REBAR Horz. @ 24" O.C. in Floor 0 LL BEAMS AND HEADERS SW-2 SHEAR WALL 0 .U) 2 2x10x8' Window and Door Headers 2 24'- 1.75X11.875 LVL DATUM POINT L.L WALL FRAMING QTY. DESCRIPTION 70 2 x 4 x 104 %" HF/DF Stud 5 2 x 4 x 16 Pressure treated bottom plate 9 8 2 x 4 x 16 HF/DF Blocking and Misc. framing 2 x 4 x 16 HF/DF Top plate 8�X2�X4�� CONC. APPRON 24X24 OUT BUILDING 2 2 x 6 x 16 HF/DF Garage Door Casing 4 2 x 6 x 10 HF/DF Garage Door Casing LU 28 4 x 8 x %6" O.S.B. Sheathing (g" O.S.B. may be substituted) 80' 2x4 Sill Plate Insulation CD ROOF FRAMING Q 4 2 x 4 x 16 HF/DF Blocking and Misc. framing 4 2 x 4 x 16 HF/DF Lookouts 8 2 x 6 x 16' HF/DF Eves and Gables 28 4 x 8 x %6" O.S.B. Sheathing O 16 Simpson H2.5 hurricane ties or equal 1 bag H-Clips Z ROOF TRUSSES 11 24' Engineered Common Trusses Q 2 24' Engineered reduced height gable end trusses SIDING (siding material take off for vinyl siding) 900 s.f. Vinyl, stucco, wood, cement siding O 4 9' Corner Trim 8 10'-0"x 4" Door and Window Trim 2 12" 18" louvered M Q W x and screened gable vent 0 a 0 CODE SUMMARY PROJECT INFORMATION SHEET INDEX APPLICABLE CODE: r2018 Edition OWNER: Dirk and Vickie O'Reilly - Builder - Self Performed " INTERNATIONAL RESIDENTIAL CODE ""' 2615 Ea ^"' A0.1 TITLE SHEET PRESCRIPTIVE METHOD BUILDING REQUIREMENTS GENERAL CONTRACTOR: Not Applicable LIC # CIVIL DRAWINGS DESIGN PARAMETERS: (VERIFY LOCALLY) SITE LEGAL DESCRIPTON: See Site Plan Electrical shall be by :99 �.IM� A1.1 SITE PLAN WIND SPEED ��� 80 MPH SEISMIC CATEGORY A,B ARd) 6 D2 (R301.2.2.1) WIND EXPOSURE "B" 110 MPH ARCHITECTURAL DRAWINGS separate permit SNOW LOAD BO# 1'69-FT-. 25# / SQ. FT. A2.1 MAIN FLOOR PLAN &WALL FRAMING PLANS & ELEC RICAL ZONING CLASSIFICATION: "U" A3.1 EXTERIOR ELEVATIONS CONSTRUCTION TYPE: "V" A4.1 BUILDING SECTION & ROOF FRAMING PLAN A4.2 DETAILS BUILDING AREAS: A4.3 DETAILS SCALE: 4" = 1'-0" MAIN FLOOR USEABLE 576 SQ. FT. PROJECT STREET ADDRESS: 2021 So. 308th St. Federal Way, WA 98003 UPPER FLOOR USEABLE NOT USED STRUCTURAL DRAWINGS TOTAL SQ. FT. 576 DATE: S1.1 FTG.& FOUNDATION FLOOR PLAN GRADE TO RIDGE HEIGHT 16-0" S1 .2 PORTAL FRAMING DETAILS THESE DRAWINGS ARE PART OF A SET OF CONSTRUCTION DOCUMENTS. THE CONSTRUCTION DOCUMENTS CONSIST OF ONE OR MORE OF THE FOLLOWING ELEMENTS: TITLE SHEET ALL WORK SHALL CONFORM TO ALL APPLICABLE FEDERAL, STATE, COUNTRY, CITY AND UTILITY COMPANY CODES AND REGULATIONS. • CONSTRUCTION DRAWINGS • SPECIFICATIONS (OWNERS LIST OF PRODUCTS TO BE USED WHEN BUILDING) MATERIALS INDEX PROJECT GGHTRAGTGRGGF= 0NET nnl' 1 1P1lTT7B)GR BVILDER 044* GI 1ANGES rE) T-1 IE PR8d EGT- Wll BE � IERIFIrl'1 -1 IE 8 HER VTTT�ITCG�TC^OT�.�T'!'"'+""�'� Ti�pVPfYCr� INFO. GE)PFF AG:FE)R6 61 IAI=l= ravT— SCALE FRGM ID b4WINcG. AO.1 ..� Impervious Area Calculation PROPERTY LEGAL DESCRIPTION Description Area Existing House 1,568 Sq / Ft Existing Gravel Walks & Block Stair 608 Sq / Ft Existing Concrete Patio 574 Sq / Ft Proposed Out Building 576 Sq / Ft TOTAL IMPERVIOUS AREA 3,326 Sq / Ft PROPERTY 200' x 40' 8,000 Sq / Ft CALCULATION; 3326 / 8,000 = 41.57 % MAXIMUM ALLOWABLE = 60.00% 141.57% MEETS & IS LESS THAN MAXIMUM ALLOWABLE IMPERVIOUS AREA N z J O I a 11 THAT PORTION OF THE SOUTHWEST QUATER OF THE NORTHWEST QUARTER OF SECTION 9, TOWNSHIP 21 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN, IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING ON THE WEST LINE OF SAID SUBDIVISION AT A POINT WHICH IS SOUTH 0 DEGREE 07' 00" WEST 30 FEET FROM THE NORTH LINE OF SAID SUBDIVISION, THENCE SOUTH 89 DEGREES 51' 00" EAST PARALLEL WITH THE THE NORTH LINE OF SAID SUBDIVISION A DISTANCE OF 200 FEET TO THE TRUE POINT OF BEGINNING OF THE TRACK HEREIN DESRCIDED; THENCE CONTINUING SOUTH 89 DEGREES 51' 00" EAST 40 FEET; THENCE SOUTH 0 DEGREE 07' 00" WEST 200 FEET; THENCE NORTH 89 DEGREES 51' 00" WEST 40 FEET; THENCE NORTH 0 DEGREE 07' 00" EAST 200 FEET TO THE TRUE POINT OF BEGINNG; (ALSO KNOWN AS TRACK 71 OF BARKER'S STEEL LAKE TRACKS ACCORDING TO THE UNRECORDED PLAT THEREOF). EXIST. FREE VRAININC, TL•ANTER && 6A-RVEN T4�IC,f}L 24' - 0" 25' - D EXIST, SST' EXIST, CONC. -PAPIO EXIST, FENCE T\m (ZD' - D" OTTIONAL) yCa 1=REE VRf1ININCj 6RAVEL WALKS &,133LOCK 1�' X 25' = 446 SQ / TT NA -PLANTER &, CIA RVE N STAIR& V C& WA L LS 21' X 5' = 105 SQ / FT 2 CALIPER FIR TREE r'rr4"p° _ TY-FICAL / TOTAL = CvDQ5 SQ / -FT TOTAL = 5,74 SQ / �T 07� 04j1 00` - Q" G [ • 777 7 t EXIST, }{o(ASE 45' X ZV =1,245 SQ / FT EXIST, 220V 50AMP 1(' X 2D' = 32D SQ / -fT ELECT, CIRCUIT TO TOTAL=1,5(o5 SQ / FT EXIST, OUTSIDE NEMA — 4X J•BOX A� 1� EXIST, Z00A 1-P LOAD CENTER LAWN EXIST, 13LOCK WALL : T`f�I GA L EXIST, LAWN TYFI CAL EXIST. FENCE Ty?. T-EMOVE EXISTI6 SHIED i yt,fp 11 ZS 11„01i -FROTOSE-D 220V � 50AMP ELECT, CIRCUIT FROM EXIST. OUTS1 PE NEMA 4X JBOX TO OUT 8L-PCj (,DAMP SUB -PANEL LAWN EXIST•OUTSIDE NEMA 4X JDOX 220v 50AH'1T CIRCUIT FROM 40USE V CALIPER FIR TREE EXIST, ROCK WALL . 0'0 07' 00 Site plan meets zoning requirements ` LAWN -PROTOSE'P OUT'BUILVIN6 o -$ o 24' X j4' = 676 SO/'FT H u1 t fl - LAW N EXIST, FENCE TYP. O �.o, STRAW -DAI L � EROSION CONTROL MEASURES -PL P-I N CI <_ CO N STRLICTIO N T`/'P, Q cal O ' EXIST, GRADE SLO-PE TIROTOSEP OUT 13LIIL-RIN6 O co N O U a) co � U) >Q O L M M O U) (� O 'r- LZ O N O N LL 0 .U) O ry SCALE 1/16 = 1'-0" DATE: FEB 2021 SITE PLAN SITE PROFILE EXIST. ELECT. SITE ELECT. Al A �} SWITCH 3 3 WAY SWITCH WP WP OUTLET GFI 110 GFI OUTLET 110 OUTLET 220 OUTLET ELECTRIC PANEL LIGHT ELECTRICAL LEGEND 1'-3y4" 24' prf lr�f N V 1'-4� 24' l n REAR WALL FRAMING PLAN (2) 1 3/4" x 11 7/8" LVL HEADER 0 Eo 16'-0" 4' 16' 4' 24' ® FRONT WALL FRAMING PLAN 4' SHEAR WALL FASTENING SCHEDULE IRC TABLE R602.3(1)(3) SILL MARK SHEATHING EDGE FIELD BOLTING AT NAILING NAILING FOUNDATION 7/16" 8d @ 6" 8d @ 12" 1/2" ANCHOR SW-1 PLYWOOD / O.S.B. O.C. O.C. BOLT @ 32" O.C. SW-2 ALTERNATE BRACED WALL PANEL PER IRC 602.10 SEE DETAIL S1.2 e 1-PROVIDE BLOCKING BETWEEN CEILING JOISTS TO TOP PLATE. TOENAIL 3-8D (2 1/2" X 0.131) 2-NAILS ARE SMOOTH -COMMON, BOX OR DEFORMED SHANKS. 3-RAFTER OR TRUSS TO PLATE. 3-10D COMMON (3" X 0.148") 4-ANCHOR BOLTS SHALL BE EMBED INTO CONCRETE A MINIMUM OF 7" (2015 IRC R403.1.6) 5-PLATE WASHERS INSTALLED PER (2015 IRC R602.11.1) 2x4 framing @ 16" OC O 23'-5" n LEFT WALL FRAMING PLAN 1'-4" 1'-4" 2'-8" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-4" 1'-33�4'l'-4y4" 1'-4" 1'-4" 1'-4y4" 113'-8" 11 4'-3" 11 .LLL LEI, I I I N I� I8 I 2-2x10 Header 2-2x10 Header 4' op 4'-0" 1 3'-5" 2'-7" 4'-0" 23'-5" n RIGHT WALL FRAMING PLAN 9'-5" NN� L.L M0 �y� W U d') U Q 0 4-, 00 >M ''0^ vJ O -r- N N (N LL 0 L.L W 0 � 0 od J 0 � Gm �H H=) cnO a O cn SCALE: a' = 1'-0" DATE: FLOOR PLAN WALL FRAMING PLANS ELECTRICAL 80,0 ROOF PEAK 115'-5" TOP FND. EL. 100' FINISHED GRADE 99'-6" ROOF PEAK 115'-5" TOP FND. EL. 100' FINISHED GRADE 99'-6" FRO 4"= 1'-O" NT ELEVATION REAR ELEVATION %4'= 1'-0" E31M/-C %/GAIT ASPHALT SHINGLE ROOFING ALUMINUM FACIA VENTED ALUMINUM SOFFIT SIDING CORNER TRIM SIDING PER OWNER OVERHEAD GARAGE DOOR MAN DOOR PER OWNEF 18'X2'X4" CONC. APPRON OVER 4" CRUSHED AND COMPACTED FILL "m O RIGHT SIDE ELEVATION %4"= V-0" n LEFT SIDE ELEVATION e ROOF PEAK 115'-5" TOP FND. EL. 100' FINISHED GRADE 99'-6" ROOF PEAK 115'-5" TOP FND. EL. 100' FINISHED GRADE 99'-6" a) ry O coN O CD U_ a) 00 co00 Q 0 -�e co>co F) O 4-- U) (6 O 'r.- LZ O N � �O (-,4 � 0 .c/) N� L.L SCALE: 4' = V-0" DATE: EXTERIOR ELEVATIONS A3.1 .N� L.L O c� �o oo U_ m ''4^_0 vJ Q co 0 co>>t 0 O '� � Ca N O N LL U) L.L uj 00 Z SEE ATTACHED ENGINEERED AND SEALED PRE -MANUFACTURED TRUSS REDUCED HEIGHT GABLE TRUSS co j DRAWINGS AND CLACS O DIMENSIONAL SHINGLE 30LB. ROOF FELT 16 O.S.B. PROVIDE MINIMUM ROUGH OPENING ROOF PEAK 115'-6" OF 22" x 30" ATTIC ACCESS WITH AT LEAST 30" HEADROOM CLEARANCE ABOVE HATCH. O 12 61 PROVIDE BLOCKING BETWEEN TRUSSES ON WALL TOP PLATE O i A►492 r II WALL TOP PLATE BELOW MAIN FLR CLG. 109' 1 " PRE -MANUFACTURED TRUSSES l 1 2X6 FASCIA 2x4 AT 16" O.C. O.S.B. (NAIL PER SHEAR WALL SCHEDULE) SIDING PER OWNER a� �1 6 TOP SCALE: 4' = 1'-0" MONOLITHIC - SLAB DATE: I I I I 100'-0" I I ALTERNATE REDUCED HEIGHT GABLE TRUSS l MONOLITHIC SLAB — — WITH FOOTINGS 2X4'S LAID FLAT ON REDUCED GGNGRE+E Fee:Flp4e HEIGHT GABLE TRUSS. OR INSTALL ROOF NOTCHES IN TOP OF FULL HEIGHT GABLE END TRUSS 2X6 RAKE FACIA FRAMING O ROOF FRAMING PLAN BUILDING BUILDING SECTION - 24 4°-1'-O" O SECTION %4"= 1'-0" A4.1 ROOF SHEATHING SCHEDULE IRC TABLE R803.1 RAFTER SPACING SHEATHING EDGE FIELD MINIMUM NET NAILING NAILING THICKNESS 24" O.C. 5/8" PLYWOOD / 8d @ 6" 8d @ 12" O.S.B. O.C. O.C. 1-PROVIDE BOUNDARY NAILING AT 6" O.C. INTO SOLID BLOCKING AT TOP OF WALL BETWEEN TRUSSES. 2-PER R802.10.1 TRUSS DESIGN DRAWINGS SHALL BE PROVIDED TO THE BUILDING OFFICIAL PRIOR TO INSTALLATION. TRUSS DRAWINGS SHALL ALSO BE PROVIDED WITH THE SHIPMENT OF TRUSSES TO THE JOB SITE. HEADER SPANS SUPPORTING ROOF AND IRC TABLE CEILING WITH 50LB GROUND SNOW LOAD R6.2.7(1) MARK SIZE BUILDING WIDTH 20' 28' 36' RB-01 (2) 2X6 4'-8" 4'-1" 3'-8" RB-02 (2) 2X8 5'-11" 5'-2" 4'-7" RB-03 (2) 2X10 7'-3" 6'-3" 5'-7" RB-04 (2) 1.75x11.875 LVL I I I w 0 Gp� G� M e M O m RB-04 AL PRE-ENGINEERED TRUSS SYSTEM TYP. ROOF CONST. SEE SECTION 2X BLOCKING TIGHT TO BOTTOM OF SHEETING BETWEEN TRUSSES. NAIL THROUGH ROOF SHEETING 6" O.C. H2.5 HURRICANE TIE DRIP EDGE 2X6 EVE FACIA SOFFIT PER ELEVATIONS SIDING PER - ELEVATIONS Y. CONNECTION TO WALL — 1'" 1"\CC. "LT @ 32" O.C. ASHERS ATED PLATE FINISHE GRADE B 4" SLOPE PER VERIF LOCAL MIN. R. FT COVER RUSHED FILL ° o ° ° ° a CONC. WALL = F- W 0 F- o HORIZONTALO 8" POURED CONCRETE W REBAR 0 LL a < Z a ° Q a O o ° a a 2 10" FTG. 6„ 8„ 6° FOOTING AT GARAGE EXTERIOR 1" = 1'-0" RIDGE CAP OF SAME MATERIAL AS ROOFING NAILED TO VENT CONTINUOUS RIDGE VENT ROOFING TRUSS HOLD ROOF SHEATHING BACK 1" FROM RIDGELINE NOTE: INSTALL RIDGE VENT PER MANUFACTURERS INSTALLATION INSTRUCTIONS RIDGE VENT DETAIL 1" = 1'-0" 1" X 10" ANCHOR BOLT @ 32" O.C. 3" SQ. X 3/6" THK. WASHERS 2X TREATED PLATE " CONC. SLAB "' SLOPE PER F . TO GAR DR. 1 4" CRUSHED FILL ° ° ° I I II I II I II I I II I II I I 8x8x16" C.M.U. FOUN94TION WALL SOLID GROU CELLS 20" X 10" FTG. ' 6„ 8„ 1'-8.1 TO5oCOURSE B4OND BEAM W/ (1) #4 CONT. FINISHED GRADE HORIZONTAL REBAR C.M.U. FOOTING AT GARAGE EXTERIOR 1" = 1'-0" `i ROOFING ROOF SHEATHING 2X4 LOOKOUT ROOF DRIP EDGE 2X6 RAKE FACIA SOFFIT PER ELEVATIONS WALL TOP PLATE ROOF RAKE DETAIL 1" = 1'-0" 2" X 10" ANCHOR BOLT @ 32" O.C. 3" SQ. X 3/6" THK. WASHERS 2X TREATED PLATE 4" CONC. SLAB 1" SLOPE PER FT. TO GAR DR. #4 HORZ REBAR 24" O.C. IN FLOOR #4 REBAR "L" HOOK a 24" O.C. 1 1/2° MIN 4in. THICK CRUSHED FILL a ° FINISHED GRADE 12" MIN FTG. COVER o I Q PLASTIC SHEETING a #4 HORZ. REBAR TYPICAL IN MONOLITHIC MONOLITHIC SLAB WITH FOOTINGS FOUNDATION & FLOOR 1" = 1'-0" a) ry O co U_ Q) 00 4- d� co >Q co co O -.e co >co 0 O '— c (6 O "r-- O N O N N LL 0 .U) W Q 0 � od J 0 Gm �H H=) cnO a O X: U) SCALE: 4" = 1'-0" DATE: DETAILS B o,o FAFA'AllC�i LVL HEADER PER BEAM SCHEDULE 2x6 GARAGE DOOR RAIL SUPPORT 2x6 GARAGE DOOR RAIL SUPPORT GARAGE DOOR HEADER DETAIL 1" = 1'-0" 2" X 10" ANCHOR BOLT @ 32" O.C. 3" SQ. X 3/6" THK. WASHERS 2X TREATED PLATE CURB 4" CONC."'lkLAB 4" SLOPE PER FT. TO AR DR. a MIN 4in. THICK CRUSHED FILL PLASTIC S FINISHED GRADE 12" MIN FTG. COVER a -0 8VI a a a a ° a a p a I a ° III- 1 '-6„ MONOLITHIC SLAB WITH FOOTINGS - CURB 1" = 1'-0" m 2x6 GARAGE DOOR RAIL SUPPORT 2x6 GARAGE DOOR JAMB GARAGE DOOR JAMB DETAIL 1" = 1'-0" 2 X BOARDS PER BEAM SCHEDULE WITH6" O.S.B. BETWEEN THEM. PROVIDE 2 ROWS OF NAILS 6" O.C. DOOR / WINDOW HEADER DETAIL 1" = 1'-0" O co O O CD U_ N co cn00 >Q m CD co>M O `- Cn (6 O -v— O N O N LL N 70 O ry SCALE: 4" = 1'-0" DATE: DETAILS F)o.o A4.3 6" � FT-18 24 0 MONOLITHIC SLAB WITH FOOTING PLAN A'= 1'-O' FOUNDATION WALL SCHEDULE 18055TA VERT. REINFORCEMENT HORIZ. REINFOR ENT MARK SWALL SIZE SPACING LOCATON SIZE SPACING OCATON TNLCK FW-8 8,, S4k 32" O.C. CENTER #4 /4- CENTER 1-BASED ON 3,000 PSI NC. AND 60,000 PSI REINF CING STEEL. 2-TO BE PLACED IN THE TER OF THE WALL, EXTEND FROM THE FOOTING TO WITHIN THREE CHES OF THE T OF THE WALL: DOWELS OF #4 BARS TO MATCH VERTICAL EEL PLAC ENT SHALL BE PROVIDED IN THE FOOTING, EXTENDING 24 IN S IN THE FOUNDATION WALL. 3-ONE BAR SHALL BE LOCATED IN OP FOUR INCHES, ONE BAR IN THE BOTTOM FOUR INCHES AND THE O BARS EQUALLY SPACED BETWEEN. SUCH BAR PLACEMENT SATISFI THE R UIREMWENTS OF SECTION 1805.9 CORNER REINFORCING ALL BE PR IDED SO AS TO LAP 24 INCHES. 4-BARS SHALL BE PLAC WITHIN TWO INCHES O THE OPENINGS AND EXTEND 24 INCHES B OND THE EDGE OF THE OPE G: VERTICAL BARS MAY TERMINATE T E INCHES FROM THE TOP OF T CONCRETE. 5- DOWELS OF AR AT 32 INCHES ON CENTER SHALL B PROVIDED IN THE FOOTING XTENDING 18 INCHES INTO THE FOUNDATIO WALL. 6-DIAPHRA SHALL CONFORM TO THE REQUIREMENTS OF S TION 2303. 7-FOOTI SHALL BE A MINIMUM OF NINE INCHES THICK BY 20 IN ES WIDE. Y4"= 1'-0" 6„ FW-8 FT-20 FW-8 FT-20 16' 24' FOOTING SCHEDULE IRCTABLE R403.1(1) MARK WIDTH LENGTH THICK LONGITUDINAL REINFORCEMENT CROSSWISE REINFORCEMENT FT-18 1'-6" (18") CONT. 1'-10" (2) #4 BARS - FT-20 1'-8" CONT. S - 1-REINFORCEMENT SHALL COMPLY WITH SECTION R403.1.3.5 OR LOCAL REQUIREMENTS. 2-VERIFY LOCAL SOIL STRENGTH AND MODIFY FOOTING SIZE PER LOCAL CONDITIONS AND REQUIREMENTS. ABW PANEL FOUNDATION STRAP SCHEDULE MARK SIMPSON NAILING NUMBER (28) 16d SINKERS ST LSTHD10 1-SIMPSON LSTHD10 STRAP TIE PROVIDES 2,050 TENSION LOAD. MINIMUM HOLD DOWN FOR ABW BRACED WALL PANELS WITH ONE STORY AND 8 TO 10 FOOT WALLS IS 1,800 LBS. (2015 IRC R602.10.6.1) N(1) L_.L O (y) O � 00 U_ Ua--� ^ Q m O O 'r.- � N O N � N LL .(n NCD L.L W Q O C� od J 0 � � m � H H :) U) Q a O SCALE: 4" = 1'-O" DATE: MONOLITHIC SLAB FOUNDATION FOOTING AND FOUNDATION PLANS S1.1 EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) 09 DER WITH SINGLE PORTAL FRAME BRACED WALL PANEL) >' FINISHED WIDTH OF OPENING SINGLE OR DOUBLE PORTAL i e e TENSION STRAP PER 0° TABLE R502.10.6.4 (ON ° ° OPPOSITE SIDE OF -------------- ° ° SHEATHING) ------------------------- ° ° ° 0 0 0 0 ° 77 ° ° ° ° ° 0 ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° °° °° 0 0 ° ° FASTEN SHEATHING TO HEADER WITH 8D 0 0 ° ° IF NEEDED, PANEL 0 0 ° ° 0 0 ° ° ° ° COMMON OR GALVANIZED BOX NAILS IN 3" GRIND ° SPLICE EDGES SHALL ° ° ° ° ° ° PATTERN AS SHOWN ° OCCUR OVER AND BE ° ° ° ° NAILED TO COMMON ° ° HEADER TO JACK -STUD STRAP PER TABLE 0BLOCKING WITHIN THE ° ° ° ° ° ° R602.10.6.4 ON BOTH SIDES OF OPENING 0 MIDDLE 24" OF THE ° ° ° ° ° ° OPPOSITE SIDE OF SHEATHING ° PORTAL -LEG HEIGHT. ° ° ° ° ° ° ° ONE ROW OF 3" O.C. ° ° ° ° ° ° MIN. DOUBLE 2X4 FRAMING COVERED WITH MIN. ° NAILING IS REQUIRED ° ° ° ° 3/8" THICK WOOD STRUCTURAL PANEL SHEATHING IN EACH PANEL EDGE. ° ° WITH 8D COMMON OR GALVANIZED BOX NAILS AT ° ° ° ° ° ° 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND 0° ° \ ° ° ° ° SILLS) TYP. ° ° ° ° ° ° ° ° ° ° ° ° ° ,- MIN. PANEL WIDTH = 16" FOR ONE STORY ° ° ° ° ° ■ ° ° STRUCTURE MIN. WIDTH = 24" FOR USE IN ° TYPICAL PORTAL ° ° ------------ � ° ° THE FIRST OF TWO STORY STRUCTURES. ° FRAME CONSTRUCTION ° ° ° ° PER TABLE R602.10.5 ° ° ° ° ° ° ° ° ° ° ° ° 0 MIN. DOUBLE 2x4 POST ° ° ° ° ° ° ° ° (KING AND JACK STUD). ° ° ° ° ° ° ° ° NUMBER OF JACK STUDS ° ° ° ° ° ° ° ° PER TABLES R602.7(1) & ° ° ° ° ° ° 2). (° ° ° ° ° --MIN. (2) 3500 LB STRAP -TYPE HOLD DOWNS ° ° (EMBEDED INTO CONCRETE AND NAILED INTO ° ° ° ° ° ° ° ° FRAMING) ° ° IN. 1000 LB. HOLD-DOWN ° ° ° ° DEVICE (EMBEDDED INTO ° ° ° ° ° ° ° ° ° ° ° CONCRETE AND NAILED 0101 ° ° ll ° ° ° ° ° ° ° ° ° ° o o Q - INTO FRAMING). - a ° -------------------------- - - - - -- - r Q a i Q a a i Q a 4 a MONOLITHIC FOOTING WITH SLAB `--MIN. (1) 5/8" DIAMETER ANCHOR BOLT INSTALLED PER SECTION R403.1.6 - WITH 2" x 2" x 3/16" PLATE WASHER FRONT ELEVATION SECTION 0 FASTEN KING STUD TO HEADERS WITH 6 16D SINKERS FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS @ 3" O.C. TYP. MIN 3/8" WOOD STRUCTURAL PANEL SHEETING O O c� U_ 00 c00 >Q co O -.e co >co 0 O '— C (6 O "r-- O N O N LL .U) O W Q O C� od J 0 � � m � H H =) (n Q a O SCALE: 4" = 1'-0" DATE: ALTERNATE BRACED WALL PANEL FIGURE R602.10.6.2 METHOD PFH: PORTAL FRAME WITH HOLD-DOWNS F)0,0 S1.2 Ir- 1 6/12 6/12 24-00-00 Oz dia y� EA A201 12 �00 o C) co 00 M >Q ca o o � a a� � a� a a U (!) O N 00 co Nv 0 b PLO N N cr un .� cam, c aaaA Sheet Number: 24-00-00 ** IMPORTANT ** = INDICATES LEFT END 1 of 1 TSE Engin e e ring Re: J 1081466 Dirk O'Reilly Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 113646809 thru113646810 My license renewal date for the state of Washington is August 20, 2022. v V'— - ' February 8,2021 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 113646809 J1081466 ss Company (Sumner), _1 1-0-0 A} 12 [ D: ut0SsEm1h8Z212130ozl 3x6 = 10 11 12 Fri Feb 5 18:20:40 24-0-0 25-0-0 12-0-0 Scale = 1:42.8 3x4 = 3B 37 36 35 34 33 32 31 30 29 28 21 26 25 24 23 22 6z9 3x6 = 24-M LOADING (psf) SPACING- 2-0-0 CSI. QEFL. in (for-) Ill Lid TOLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 20 nir 120 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 21 nir 90 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 20 nla nia BCLL 0.0 Code IRC2018ITP12014 Matrix-SH BCDL 7.0 PLATES GRIP MT220 1851148 Weight: 126 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 24-0-0. (lb) - Max Hi 2=-64(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 32, 33, 34, 35, 36, 37, 38. 29, 27, 26, 25, 24. 23,22 Max Grav All reactions 250 lb or less all 2, 20, 31, 30, 32. 33, 34, 35, 36, 37, 38, 29, 27, 26, 25. 24, 23, 22 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-16; Vult=11 Omph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; Cat. 11; Exp B; Endosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-1) to 9-0-0, Exterior(2R) 9-0-0 to 15-0-0, Iniehof(1) 15-0-0 to 224-0, Exteriar(2E) 22-0-0 to 25-0-0 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 Ill 60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate D0L=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1L00; Ct�1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof We load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 32, 33, 34, 35, 36, 37. 38. 29. 27, 26, 25, 24, 23, 22. 12) This truss is designed in accordance with the 2016 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. A WARNIN3 - Verity deW ysWusters N)d READ NOTES LMv TW AND INCLUDED NI7EKF7£F£RffN0EPAQEM71-747S BEFORE USE. Design valid for use only with MiTek conneclois. This design is based only upon pammelers shown, and is for an individual building component. Applicability of desigh paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication„ quality control, storage, delivery, erection and bradng, conscill ANSVri Quality Crii DS&89 and OCS11 aul dirig Component Safety Infartrretlon available from Truss Plate Institute, 583 D'Onohia Drive. Madison, WI 53719. I )� February 8,202' AA ti]�' R i CO. INC. Job Truss Truss Type ury Fly Dirk 913eilly J1081466 A2 FINK 11 t Job Reference (optional)113846819 The Truss Company (Sumnert, Sumner. WA - 98390. BA30 s Nov 30 2020 MiTek Industries. Inc. Fri Feb 518.20:42 2021 Page 1 I D: utOSsE mh 8Z212BOozkOwnNzp94?-K9NDhVbg VZn6s7UP_g Ki)d5csUY VgEg4g FU L3yzo61 Z 6-3-4 12-0-0 17-8-12 24-0F0 25-0-0 1-0-0 6-3-4 5-8-12 5-8-12 6-3.4 1-0-0 Scale = 1:41,8 4x6 = 01 3x4 - 3x6 = 3x4 - 4x4 = 4x4 - a-2-3 1 rr&13 24-0-0 8.2-3 7-7-11 8.2-3 I9 Plate Offsets (XY)-- [8,.0-1-12 0-1-8] [10:0-1-12 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. Di in (too) Udefl Ud PLATES GRIP TOLL 25. Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.16 8-10 >999 360 MT20 185/148 (Roof Snow=25. Lumber DOL 1,15 BC 0.67 Vert(CT) -0.24 10-13 >999 240 8.0 TCDL 8.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.05 6 n1a No Code tRC2018ITP12014 Matrix -MSH Weighi: 86lb FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc pudins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 tic bracing. WEBS 2x4 HF Stud REACTIONS. (size) 2=0-3-8, 6=0-3-8 Max Horz 2=-64(LC 13) Max Upiift 2=-30(LC 12), 6=30(LC 13) Max Grav 2=1094(1 3), 6=109414) FORCES, (1b) -Max. Comp./Max. Ten. -All forces 250 1 or less except when shown. TOP CHORD 2-3=18391102, 3-4=-16741118, 4-5=1674i118, 5-6=18391102 BOT CHORD 2-10=4911617, 8-10=011023, 6-8=-2711617 WEBS 3-10=-5191107, 4-10=-321743, 4-8=-321743, 5-8-5191107 NOTES- (9) 1) Wind: ASCE 7-16: Vii 10mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf, h=9fL Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 15-0.0, Interior(1) 15-0-0 to 22-0-0, Exterior(2E) 22-0-0 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 2) TCLL: ASCE 7-16; 1psf (Lum D0L=1-15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.O1 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections 11.1 and R802.10.2 and referenced standard ANSIITPI 1. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. ® wAimNG- ,ndRE4vNo7ESONTHismiiiNG1.UDEDhrrMKREPERENCEPAGEMJ1-74731f1USE . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componeni- Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not tnuss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVM1 Quality Cnede, DSD-W and BCS11 Bulking Component Sii6 ty infomnabon available from Truss Plate institute. 583 D'Cnofrio Drive, Madison, WI 53719. V'- PC) � fl 14469 AA, February 8,2021 i -all CO. INC. Symbols PLATE LOCATION AND ORIENTATION 1 aj4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-�16, For 4 x 2 orientation, locate plates 0- ''id' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSIITPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dlmensions shown In ft-In-slxteenths (Drawings not to scale) 2 TOP CHORDS 3 r7 iY O z U a O 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ER-5243, 9604B, 9730, 95-43. 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTekO All Rights Reserved AiZd theTRUSSCO. INC. General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCS11. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIlTP1 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Tap chards must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or perfdrmance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI t Quality Criteria. Features and Ratings ■ 60A Max, 1 Phase, 3 Wire, 120/240V — ll� sA- Indoor Enclosure NEMA Type 1 ■ Flush Trim ■ (2) 1" Spaces, (4) Circuits Max. 11. E0204M L1060F KNOCKOUT CHART KO Designation Qty Conduit Size KO Size A 6 1 /2", 3/4" .875, 1.125" B 6 1/2", 3/4", 1" .875, 1.125, 1.375" ACCESSORIES TERMINAL WIRE SCHEMATIC KOs T TOP AND SIZES AND TORQUE MEN BOTTOM ENDWALLS A Bond When Re Q d 5.12 .90 1.66 1.66 1" Filler Plate -Cat. Number ECOF3 .13 Filler lat Line Terminals A and B Suitable for 60°/75°C Conductors. Wire Size: #14-2 AWG. Torque Terminals to: Ground Bar, 5 Taps - Cat. No. ECGB5 35 lb -in for #14410 AWG, INEUTRAL 40 Ib-in for 8 AWG and 45 Ib-in for #6-2 AWG. LINE Fo-] 1.07 Load Terminals I Z See markings on breaker for torque requirements and conductor rating. A B I Ground Bar Wire Size I � Copper: One #14-#4 AWG or Two or Three #14-#10 AWG. I Q A B A 2.54 Aluminum: One #12-#4 AWG or Two or Three #12-#10 AWG. LWJ 2.69 Tighten neutral bar terminals as shown below ���� Wire Size/Range 14-10 AWG 8 AWG 6 AWG 4-2 AWG III Small Terminals: 20 LB -IN 25 LB -IN 35 LB -IN ---- 1 4 Large Terminals: 35 LB -IN 40 LB -IN 45 LB -IN 45 LB -IN 8.28 View Shown with Cover Removed L r 0 IJ 9.87 .25 DIA. MOUNTING HOLE (3) PL. 6.75 A A ' T 1.56 81 1.06 .62 .62 3.88 1.81 its 1.50 1.06 KOs TYP BOTH SIDES a O O A OB A © 2018 Copyright Siemens Industry, Inc. SIEMENS Siemens Industry, Inc. Indoor Circuit Breaker Enclosure Description: 1 Ph, 60A, Flush Trim, Breaker Field Installed KAM 4/16/18 DO NOT SCALE DRAWING Nog E0204ML106OF