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HomeMy WebLinkAboutBLD2006-00979 - BLD Plot / Site Plans - 10/9/2006 (2)52A6 JEH 4' MIN LAP FOR PLATE SPLICE (8)16d'S STAGGERED AT EACH SIDE OF TOP PLATE SPLICE (2)16d'S 16" O.C., TYP.-. (3) 16d'5 STAGGERED AT EACH SIDE OF BOTTOM SPLICE i IIIII �u (pi 2 X STUDS 6 16" O.C. OR WINDOW MULLIONS TYPICAL PLATE SPLICE APPLIES WHEN NO OTHER SPLICE 15 INDICATED. N'TE ` SPLICE PLATES OVER STUD OR MULLION. NOTE SIMPSON ST6236 MAY BE USED IN LIEU OF NAILING AS INDICATED ABOVE. TYPICAL PLATE SPLICE 7 1 D1 2xSTUDS t16"o " DRYWALL I'2" DRYWALL 2x4 CLEAT WATER I-IEATER� ♦ 16 GAUGE PLUMBERS TAPE AROUND WATER 1-EATER TO 2x10 SHAPED SPACERS WITH (5)-I6d NAILS 5 URE SHAPED LATS IUTI-I ((5)-I6d NOAILS • SHAPED INSURE Al TIGHT FIT TTOWWI11ATER HEATER i I)ne, !PL.! VEE VHICLETIMPAC aNC\FROM GARAGE LOOR PLATFORM MUST BE ANCHOREDT_ -VENT FLUE 1/2" DRYWALL 2x� 167Uo/c 2x4 CLEAT I6d 2x4 CLEAT FLEXIBLE GAS CONN. ALTERNATE BRACING BY DESIGNER 15 ACCEPTABLE WATER NEATER STRAPPING DOUBLE TOP PLATE (---SIMPSON STIR STRAP TIE W/(I4)-I6d OR TOP PLATE OVER UN.O. (2) I6d SIMPSON 5T12 STRAP TIE EITHER SIDE OR TOP PLATE OVER DOUBLE 2 X STUDS, MINIMUM FOR 6' OPENING OR L4RGER UN.O. 620.06 JLA HEADER TYPICAL HEADER TO TOP PLATE GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CHAPTER 1 (INTERIOR) 6.19.06 JEI-1 16d NAIL AT 12" O.G.(UN.O.) • Sd NAIL AT 4" O.C. ALL FRAMING MEMBERS AT PANEL EDGES (U.N.O.) ORIENTATION OF CORNER STUD MAY \._ VARY 5" O.C. ON ALL (U.N.O.) FRAMING MEMBERS NOT AT PANEL EDGES INSIDE CORNER DETAIL 16d NAIL AT 12" O.C.( U.N.O.) ORIENTATION OF ORNER STUD MAY VARY GYPSUM WALL BOARD INSTALLED IN ACCORDANCE WITH IRC CI-IAPTER 1 (INTERIOR) ,���1I �► _ Sd NAIL AT 4" •.C. ALL FRAMING MEMBERS AT FANEL EDGES AND 5" O.C. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (TYP.XUN.O.) OUTSIDE CORNER DETAIL R6O2.IO.5 INSIDE/OUTSIDE CORNER (TYP) 5.16.06 JEN INTERIOR SHEAR WALL TO TRUSS, CLIP DETAIL SIMPSON HTC EACH TRUSS LGT2 TYPICAL GIRDER TO TOP PLATE (LGT3 FOR TRIFLES) APA RATED SHEATHING GRADE PANELS. NAIL AT 6" ON CENTER EDGE 12" FIELD VERTICAL PANEL IMENSION PERPEND ICULAR TO SUPPORTS TYP ROOF SHEATHING UN.O. STAGGER END JOINTS OF ALL ROOF SHEATHING - FANELS GABLE ND STRUCTURAL TRUSSES OR SHALL BE SHEATHED WITH 1/I6" OSB. PANEL SHEATHING USED A5 CORNER BRACING W/ LONG DIMENSION PARALLEL TO STUDS SIDING MATERIAL--. PER PLAN SNEARWALL NAILING AS SPECIFIED ON 5HEAR SCHEDULE MAX HEIGHT 10'-0" I6d NAILS RIM TO TOP PLATE 8d NAILING TO STUDS A5 SPECIFIED ON SHEARWALL SCHEDULE SOLID BLOCKING AT SHEATHING BREAK WALL FRAMING 3/4 SUB FLOOR (2) I6d THRU NAIL TYP (3) I6d THRU NAIL FOR 54C SHEAR WALLS FLOOR JOIST TO LEDGER AND HANGER W/(2) 8d THRU NAIL MUDSILL BOTTOM OF SHEATHING TO NAIL TO MUD SILL PER SHEAR WALL SCHEDULE TYPICAL SfIEARWALL NAILING CONTINOUS SHEATHING TOP ` PLATE TO SILL PLATE OR NAIL SHEATHING AT BREAK TO SAME MEMBER PER THE SCHEDULE NAILING 4 L540 6 24" O.C. �oJ TABLE 2304.9.1 (FASTENING SCHEDULE) JOIST TO SILL OR GIRDER (3) 8d COMMON TOENAIL BRIDGING TO JOIST (2) Sd COMMON TOENAIL EACH END 2" SUBFLOOR TO JOIST OR GIRDER (2) I6d COMMON BLIND AND FACE NAIL SOLE PLATE TO JOIST OR BLOCKING 16d AT 16" O.C. TYPICAL FACE NAIL SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANEL (3) I6d AT 16" BRACED WALL PANELS TOP PLATE TO STUD (2) I6d COMMON END NAIL STUD TO SOLE PLATE (4) 8d COMMON TOENAIL STUD TO SOLE PLATE (2) I6d COMMON END NAIL DOUBLE STUDS I6d AT 24" 0.G. FACE NAIL DOUBLE TOP PLATES I6d AT 16" 0.C. TYPICAL FACE NAIL DOUBLE TOP PLATES (8) I6d COMMON LAP SPLICE BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) 8d COMMON TOENAIL RIM JOIST TO TOP PLATE 8d AT 6" O.C. TOENAIL CEILING JOISTS TO PLATE (3) 8d COMMON TOENAIL CONTINUOUS HEADER TO STUD (4) Sd COMMON TOENAIL CEILING JOISTS, LAPS OVER PARTITIONS (3) I6d COMMON MINIMUM FACE NAIL (SEE SECTION 2308.10A.1, TABLE 2308.10.4.0 CEILING JOISTS, LAPS OVER PARTITIONS (4) 3" x 0.131" NAILS (SEE SECTION 2308.10.4.I, TABLE 2308.10.4.1) CEILING JOISTS, LAPS OVER PARTITIONS (4) 3" 14 GAGE STAPLES (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) CEILING JOISTS TO PARALLEL RAFTERS (3) I6d COMMON MINIMUM FACE NAIL (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) CEILING JOISTS TO PARALLEL RAFTERS (4) 3" x 0.131" NAILS (SEE SECTION 2308.10.4.1, TABLE 2308.10.4.1) CEILING JOISTS TO PARALLEL RAFTERS (4) 3" 14 GAGE STAPLES (SEE SECTION 2308.IOA.I, TABLE 2308.10.4.0 RAFTER TO PLATE (3) 8d COMMON TOENAIL (SEE SECTION 2308.10.1, TABLE 2308.10.1) RAFTER TO PLATE (3) 3" x 0.131" NAILS (SEE SECTION 2308.10.1, TABLE 2308.10.1) RAFTER TO PLATE (3) 3" 14 GAGE STAPLES (SEE SECTION 2308.10J, TABLE 2308.10.1) COLLAR TIE TO RAFTER (3) I0d COMMON FACE NAIL JOIST TO BAND JOIST (3) I6d COMMON FACE NAIL SPAN T'AISL-ES BASED ON ILWPA, 4U, EDITION (SIMPLE UNIFORM LOADING) JOISTS FLOOR CEILING RAFTERS TILE COMP) (10* PL.) (40* LL.) (20* LL.) (30* LL.) SHAKE (L/360 LL.) (L/240 LL.) (L/240 FOR LL.) (19* DL.) (10* DL.) NO. 2 DF. SPAC'G MAX. MAX. NO. 2 DF. SPAC'G MAX. MAX. MEMBER O.C. SPAN SPAN MEMBER O.C. SPAN SPAN 2 X 6 12" 10'-9" 141-10" 2 X 6 12" 111-1" I3'-5" 16" 9'-9" I2 -10 16" 10 -0�� 1I -11 24" 8'-I" 10'-5" 24" 8'-2" 91-5" 2 X 8 12" 14'-2" 18'-8" 2 X 8 12" 14'-1" 11 -2" 16" 12'-1" 16'-2" 16" I2'-1" 15'-0" 24" 10'-3" 13'-2" 24" 10'-2" I2'-3" 2 X 10 12" 11'-9" 22-11" 2 X 10 12" 17'-11" 211-2" 16" 15'-5" 19'-10" 16" I5'-6" 18'-5" 24" 12'-1" 16'-2" 24" I2'-S" 15'-0" 2 X 12 12" 20'-1" 26'-1" 2 X 12 12" 20'-9" 24'-8" 16" 1T-10" 23'-0" 16" IS'-O" 211-4" 24" 14'-l" I5'-10" 24" 14'-5" 11 -5" EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED PANEL) MN. 3"xll1/4" NET HEADE 6' TO 15' FASTEN TOP PLATE TO HEADER W/ TWO ROWS OF 16D SINKER NAILS AT 3" O.G. TYP. LSTA24 OPPOSITE SHEATHING FASTEN SHEATHING TO HEADER W/ 81:3, COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.G. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. MIN. (2 MIN. WIDTH = 16" FOR ONE STORY STRUCTURES MIN. WIDTH = 22-1/2" FOR USE IN THE FIRST OF TWO \STORY STRUCTURES. � — MIN. (2) 2x4 �1/16" 0S15 SHEATHING - STHD14 OR PHDS MIN. 2 "x2 "xl{6" PLATE WASHER 1" ANCHOR BOLT FRONT ELEVATION FLOOR FINISH 3/4" T4G SUB FLOOR FL. JOISTS (SEE PLAN) GATT INSUL. • (SEE GEN. NOTES) CRAWLSPACE :o 0 0 ('J VERIFY IN THE FIEL NOTE: PLAN HAS BEEN ENGINEERED TO ALLOW FOR A MAXIMUM PONY WALL HEIGHT OF 6' (WITH NO OPENINGS). PONY WALLS OVER 6' REQUIRE ADDITIONAL ENGINEERING 4-5-06 (JG) LSTA24 Il TYPICAL PORTAL FRAME CONSTRUCTION11111 FOR A PANEL SLICE (IF NEEDED). PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID -HEIGHT. ONE ROW OF TYP. SHEATHING TO 2x4 11 FRAMING NAILING I5 REQUIRED. IF 2x4 BLOCKING IS USED, THE 2x4'S MUST BE NAILED TOGETHER WITH 3 I6D SINKERS. SIMPSON STHD SINGLE PORTAL FRAME SHEATHING FILLER IF NEEDED LST,424 MIN. 2x4 FRAMING T OR PHDSSTHDI4 SECTION A -A _ _ _ A SIDE ELEVATION APA PORTAL FRAME - COl" F'L I E S WIT-1 APA FORM TT-100 PROVIDE M5T60 BETWEEN PONY WALL AND SHEAR WALL ABOVE WHEN FOUNDATION HOLDOWN IS SPECIFIED (TYP) RIM JOISTS NST SEELL INSULATION SPEC PC ABO ) -SIDING (SEE ELEVATIONS) 15 BLDG. PAPER (OR TYVEK) SHEATHING PER PLAN 2X6 STUDS 9 16" O.G. PONY WALL FRAMING 4 WALLRFRAMING ABOMATCH 2X6 P.T. MUDSILL WITH ANCHOR BOLTS PER PLAN (MIN. OF 2 PER PLATE 4 WAN 12" OF ANY CORNER) • //ib2;k / // ‘/ ‘/ ‘/ \ HOLDOWN SPECIFIED PER PLAN FOUNDATION DRAIN 4 ROOF DRAIN PER PLAN (2) ROWS I6d SINKER 6 3"O.C. (2) ROWS I6d SINKER • 3"O.C. HEADER EXTENDED OVER SHEARWALL INSTALL LSTA24 BACKSIDE 3" O.G. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. 7 D1 PRE-MANUF. TRUSS 1/2" NOM RATED SHEATHING "SIMPSON" NI e EACH TRUSS U.N.O. (2) 16d TOENAILS lod 6 6" 0.c. LINO BEVELED BLOCKING I Ep INGBPR PLAN SEE SHEARWALL SCHEDULE FOR NAILING PATTERNS 2x 6 16" D.C. ALIGN STUDS W/ TRUSS OR USE 2X6 BLOCKING (Di 9 ROOF EVE CONNECTION 2003 II ,C GENERAL STRUCTURAL AL NC:TE5 All gravity load resisting and lateral load resisting structural members are shown on the engineering S pages. The enclosed engineering calculations document the analysis used to determine the structural members of the S pages. The engineering calculations are not required to be referenced for construction, and don't need to be onsite. Contractor shall verify all notes, dimensions and conditions prior to construction. contractor shall provide temporary bracing as required until all permanent connections have been installed. Engineer and designer shall be notified by the contractor of any discrepancies at the time they are noted. (IBC 2301.2) There are three methods for the design of wood based structural elements. These methods are allowable stress design (ASD), load and resistance factor design (LFRD), and conventional light frame wood construction. This engineering uses allowable stress design in accordance with the provisions of Sections 2304 (General. Construction Requirements), 2305 (General Design Requirements for Lateral -Force -Resisting Systems), and 2306 (Allowable Stress Design) of the 2003 IBC. The provisions of conventional light frame wood construction (IBC 2308) do not apply unless noted otherwise. Engineering notes and details take precedence over other notes and details when in conflict. Wood shall not be used to support masonry or concrete unless specifically noted otherwise on the S-sheets (2304.12). SOIL AND FOUNDATION All footings to bear on undisturbed soil or approved fill. Where required by the building official, the classification and investigation of the soil shall be made by a registered design professional (1802.1). Unless a soils investigation is provided foundation design is based on an assumed average soil bearing of 1500 PSF. Organic silt, organic clays, peat or unprepared fill shall not be assumed to have a bearing capacity (1804.3) This engineering is based on Site Class D soils in accordance with Table 1615.1.1 of the 2003 IBC. Site grading. The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not less than 5 percent for a minimum of 10 feet (1803.3) Compacted fill material shall not he used unless allowed by a soils engineering report (1803.5) PROTECTION AGAINST DECAY (2304.11): Wood joists or the bottom of a wood structural floor without joists shall not be closer than 18 inches, or wood girders closer than 12 inches to the exposed ground in crawl spaces. Wood, framing members, including wood sheathing, which rest on exterior foundation walls shall not be less than 8 inches from exposed earth. Sills in contact with concrete shall be preservative -treated wood. Clearance between wood siding and earth shall not be less than 6 inches. Posts shall be preservative -treated unless supported by a pedestal greater than 8 inches from exposed ground. MATERIALS Lumber shall conform to DOC PS 20 Manufactured 1-Joists shall conform to ASTM 5055 Structural glued -laminated timber shall conform to AITC A190.1 and ASTMD 3737 Preservative -treated wood shall conform to applicable AWPA standards Trusses, truss drawings and truss engineering shall be provided by the manufacturer. Metal plate connected wood trusses shall be manufactured as required by TPI 1. Floor and roof sheathing shall be per IBC tables of section 2304. Fastening shall be per the 2003 IBC fastening schedule table 2304.9.1. Simpson Zmax and hot dipped zinc nails shall be used for all pressure treated woods other than chromated copper arsenate and sodium borate. Metal connectors, anchors, and fasteners will corrode and lose load carrying capacity when installed in corrosive environments or exposed to corrosive materials. There are many environments and materials which may cause corrosion including: Ocean salt air, preservative -treated wood, fumes, fire -retardants, dissimilar metals, fertilizers. The many variables present in a single building environment make it impossible to accurately predict if, or when, significant corrosion will begin or reach a critical level. This relative uncertainty makes it crucial that designers/owners/contractors identify the risks to all those involved. As a minimum contractors shall use Simpson ZMAXgalvanized fasteners or an approved barrier when a corrosive environment exists, or use approved membrane. Structural Design Chapter 16 . Analysis procedure used ASCE 7 Building Classification: Category II Special Inspections: Special inspections are not required for building components unless directed by the building official. 1704.1(3) Concrete Chapter 19 All concrete materials and workmanship shall be per ACI318. Air Entrainment per IBC Section 1904.2.1 is required for all concrete exposed to the weather. (5 - 7%) Air entrapment for 3000 psi concrete per irc table 402.2 ASTMA615 Grade 40 reinforcing steel details shall be prepared by an experienced approved detailer and conform to standard practice outlined in ACI 315. Minimum specified compressive 28 day strength (Table 1904.2.2(2)) 2,500 psi for basement walls and foundations not exposed to the weather 2,500 psi for slabs and interior slabs on grade, except garagefloor loor slabs 3,000 psi for vertical concrete surfaces exposed to the weather 3,000 psi for driveways, curbs, walks, patios, porches, carport slabs, steps and other - flatwork exposed to the weather and garage floor slabs. Concrete cast against soil shall have minimum concrete cover of 3'. Concrete exposed to earth with rebar #5 and smaller shall have a minimum of 1-1/2" cover (Table 1907.7.1) The thickness of concrete floor slabs supported directly on the ground shall not be less than 3-1/2". A 6-mil polyethylene vapor retarder with joints lapped not less than. 6 inches shall be placed between the base course and the concrete floor slab. All basement walls below finished grade shall be damp proofed outside by ar -,roved methods and materials. • CHANGES SUBMIT CHANGES FOR APPROVAL PRIOR TO PERFORMING WORK THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION MUST MEET ALL CURRENT WASHINGTON STATE CODES LATERAL ENGINEERING ONLY II II es o� t i I 3e YeotS ' 1e3oao co$‘rin a�ta Y Boa Architectural plans carry all dimensions This engineering 15 not to be scaled DO NOT SCALE Any variations from conditions and dimensions shown on the engineering shall be reported to • the designer and engineer for resolution prior to proceeding; otherwise the contractor shall be solely responsible for costs of any necessary remedial work. PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SHEETS NOT RED STAMPED 2006, III I I EXPIRES i2tlO 07 COPYRIGHT ©2006 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 �ITE INFORMATION ADDRESS / LOT 6161 BELLWOOD DR. MAPLE FALLS, WA 98266 GROUND SNOW LOAD 55 PSF EXPOSURE B 85mph SEISMIC ZONE D PROJECT INFO REALITY 5.1029 HOMES PLAN NAME / NUMBER MURRAY1767 BUILDING CODE 2003 IBC RELEASE DATE 07-14-06 (ENGINEERING SHEET\ b PREPAREb BY LATERAL ENGINEERING DEPT. TRUSS TO SHEAR WALL CONNECTION PONY WALL CONDITION NOTE: ALL MANUFACTURED FLOOR JOISTS BY OTHERS ALL MANUFACTURED ROOF TRUSSES BY OTHERS ALL FOOTINGS TO SEAR ON UNDISTURBED SOIL 2003 IBC SHEAR WALL SCHEDULE WALL TYPE MINIMUM SHEATHING SHEATHING NAILING ANCHOR BOLTS A 1/16" O.S.B, 8d 6 4" 0.C. EDGES S' O.C. FIELD 5/8" 6 32" O.C. A 1/16" 0.S13. 8d 6 3" O.C. EDGES 6" O.C. FIELD (2) 2x AT ADJOINING PANELS 5/8" 6 24" O.C. IOd a 6" O.C. STUD TO STUD STAGGERED 1/16" O.S.B. Sd 6 2" O.G. EDGES 6" O.C. FIELD 4x AT ADJOINING PANELS 5/8" 6 18" O.C. STAGGER SHEAR NAILING /EX 23/32" STRUCTURAL I I6d COMMON W/ 2 ROWS 2-1/2" PER LINE 6 BOUNDARIES 4" 6 OTHER PANEL FASTENERS 4 EDGES 5/8" 6 16" O.C. TABLE 230632 STADGCE�R 5I-EARMNAILIINNGS * SHEAR WALLS DESIGNATED WITH AN ASTERISK MAY BE SHEATHED WITH TIII 4 1/2" BOLTS SUBSTITUTED FOR 5/8" BOLTS WITH SAME SPACING I. SOLE PLATE AND TOP PLATE NAILING PER NAILING SCHEDULE (TABLE 2304.9.1) TOP PLATE TO RAFTER WITH SIMPSON Hl. 2. ANCHOR BOLTS SHALL INCLUDE STEEL PLATE WASHERS, A MIN. OF 3/16"x2"x2" BETWEEN SILL PLATE 4 NUT. THERE SHALL BE A MN. OF (2) BOLTS PER SILL PLATE PLATE LOCATED WITHIN 12" BUT NOT CLOSER THAN 4" OF EACH END. (IBC 23053.10) 3. SILL PLATES RESISTING A DESIGN LOAD GREATER THAN 350 PLF HAVE HAD THE BOLT SPACING REDUCED TO AVOID USING 3X SILL PLATES. PER IBC 23053.10 EXCEPTION 4. BLOCKING REQUIRED AT ALL PANEL EDGES NAIL SIZE INFORMATION 8d = 0.131"d1a. x 2-1/2" long UNLESS NOTED OTHERWISE. IOd = 0.148" dia. x 3-1/2" long I6d = 0.162" dia. x 3-1/2" long 2003 IBC I-1OLDOI,UN SCHEDULE MARK SIMPSON (PRODUCT) CAPACITY ATTACHMENT NOTES STHDSRJ STHD& OR STHD& RJ (OR PND 3 SUBSTITUTION) 2,310* W/ 24x16d TO (2) STUDS USE RJ FOR RIM JOIST IOd 6 6" O.C. STUD TO STUD STH STHDI4 OR STHD14 RJ (OR PI -ID 5 SUBSTITUTION) 4,220 W/ 38xI6d TO (2) STUDS USE RJ FOR RIM JOIST IOd 6 6" O.C. STUD TO STUD HDQS HDQS W/ (2)EMBERS 1115* (20) SDS /' WOOD SCREWS 'is" DIA. ANCHOR 55TB PER SIMPSON OR "J" I"PTATIO HHDQII HNDQII TO 4X6 MEMBER 96I1* (24) SDS 1/4 "x3" WOOD SCREWS I" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) *4 HHDQI4 HHDQI4 TO 4X8 MEMBER 12350* (30) SDS 1/4"x3" WOOD SCREWS I" DIA. ANCHOR "J" BOLT 15" PENETRATION HOOKING (2) *4 2003 IBC STROPS SCHEDULE STRAPS NOT REQUIRED FOR BALLOON FRAMING CSI4 C514 STRAPS TO (I) STUD W/ 2490* CAPACITY (34) IOd EACH LENGTH = CLEAR SPAN + 38" MSTC66B3 MSTC66B3 TO (2) STUDS W/ FACE (14) IOd -- 3820* CAPACITY (38) IOd EACH BOTTOM (4) IOd 5. BRACED WALL PANEL TOP AND BOTTOM PLATES SHALL BE FASTENED TO JOISTS, RAFTERS, OR FULL DEPTH BLOCKING. BOTTOM PLATE FASTENING TO JOIST OR BLOCKING BELOW SHALL NOT BE LESS THAN (3) I6d NAILS. BLOCKING SHALL BE NAILED TO THE TOP PLATE BELOW WITH NOT LESS THAN (3) 8d TOENAILS PER BLOCK. JOISTS PARALLEL TO THE TOP PLATES SHALL BE NAILED TO THE TOP PLATE WITH NOT LESS THAN 8d TOENAILS 6 6" 6. FLOOR SHEATHING: 23/32" T4G OSB w/ 10d 9 6" o.c. AT PANEL EDGES AND 12" o.c. IN FIELD MFR TRUSSES 6 24" O.C. w/ 1/I6"OS15 ROOF SHEATHING w/ ad 9 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) 1. PROVIDE SOLID BLOCKING AT ALL BEARING LOCATIONS 5.15.06 JEH LATERAL ENGINEERING FOR 2X FRAMED WALLS 16" OR 24" ON CENTER (TABLE R6023(5)) D1 A STI-1P14 EXTEND HEADER OVER SHEARWALLS (2) ROWS I6d SINKER g 3"O.C. HEADER EXTENDED OVER SHEARWALL INSTALL LSTA-24 STRAP BACKSIDE THIS ENGINEERING IS L_ ICENSED FOR SINGLE USE ONLY AT: & 1& 1 E3EL_L.WOOD DR. MAPLE FALLS, WA 9S2&o THIS ENGINEERING IS NOT APRL- ICABL_E. TO ANY OTHER SITE q)_1)� D1 \41 Master Bedroom Bath 2 Bedroom 3 Master Bath W.I.C. CLOSET STF11:14 7 q)9 2-Car Garage EXTEND HEADER DER OV ER SN EA lUA LL5 I , AI L� HALL CLOSET STUDY WATER HEATER STRAP AS REQUIRED (9 D Bedroom 2 CLOSET NY CLOSET LOOS L4TEA! ENGI CLOSET \EEfRING KITCHEN Great Room C 2003 Ied HbLUOWN DETAILS 2003' 'iBC STRAP DETAILS- HHDdlI HHDQI4 STHDB STHDI4 HDQS (2) C5I4's C5I4 b b b • yt HNDQII ,,,, CONNECTION \ ��. _ II� r HHDQI4 ,,y,, :'• CONNECTION •'�I.f \� - -4 Ill_, ` 30' Mgt ��R LENGTH COWER STHD CONNECTIONS \ .t,; •�,.4• uE es IN SISOt EIM CmE ir �`lAR i HDQS •r• CONNECTION '1 � I I. �=% � 47* ; Provide Manure 1-3= end distance Equal number o' spec/Fled nails In each end ' ,,u,�, '.%-- / ir. cur woo, Ill' C514's 0 am:. .. Nov (#1°I =� ,. INSTALL SIMPSON HURRICANE TIE H1 AT EACH TRUSS/RAFTER TO PLATE INTERSECTION. NOOK MAIN FLOOR SHEATH NG: 3/4" T&G OSB w 10d @ 6" o.c. (OR SI PSON WSNTL2LS SCREWS) AT PANEL EDGES AND 12" o.c. IN FIELD & GLUED TO TJI. MFR. TRUSSES © 24" O.C. w/ 7/16" OSB ROOF SHEATHING w/8d 6" O.C. AT PANEL EDGES AND 12" O.C. IN FIELD (TYPICAL) DO NOT SCALE(1/4 =1') STHD EDGE DISTANCE I-I/2" MIN. SHEATH ALL EXTERIOR WALLS AS UNLESS NOTED OTHERWISE. BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. 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TIII �+ r♦ram "� . ._ � �� �'•�� �/` %�— \ � III i� .All CHANGE SUBMIT PRIOR TO PERFORMING WORK L MUST MEET ASTAT� CODES RENT WASHINGTON THESE PLANS MUST BE ON THE JOB SITE FOR INSPECTION ‘10�,agea uat� ;'acW&e �1 t that 4�a�'eeY�ng aeGa to age ebgia � �ttae�' 4e� LUMBER SPECIES: [DI C [DI IDI LCIDi IC MI ICII IWO CI [�I IX LW r:I WI [DI [InI CI IDI IM1 101 A. POSTS, BEAMS, HEADERS JOISTS AND RAFTERS B. SILLS, PLATES, BLOCKING BRIDGING ETC. C. STUDS D. STUDS OVER 10' HIGH E. POST 4 BEAM DECKING F. 055 SHEATHING G. GLU-LAM BEAMS (EXT. ADH m EXT. CONDITIONS) NO. 2 DOUGLAS FIR NO. 2 HEM -FIR STUD GRADE HP. NO. 2 OR BETTER H/F UTILITY GRADE HF. 7/I6" 0513 SHEATHING Fb-2400, DRY ADH. H. PSL MATERIALS * Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS ie Fb = 2600 E = I.8 Fv = 285 • PSL INDICATES PARALLEL STRAND LUMBER •• LVL INDICATES LAMINATED VENEER LUMBER I. METAL HANGERS 4 FASTENERS USED WITH P.T. LUMBER TO BE STAINLESS STEEL OR HOT DIPPED GALVINIZED. LATERAL ENGINEERING ONLY GRAVITY LOAD ENGINEERING (SEAMS, FOUNDATION, ETC_) SY OTHERS PERMITTING JURISDICTION TAKES ALL RESPONSIBILITY FOR ENGINEERING SHEETS NOT RED STAMPED LATERAL ENGINEERING ONLY COPYRIGHT ©2006 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL Architectural plans carry all dimensions This engineering is not to be scaled DO \01 5CALE Any variations from conditions and dimensions shown on the engineering shall be reported to the designer and engineer for resolution prior to proceeding; otherwise the contractor shall be solely responsible for costs of any necessary remedial work. John Hodge, P.E. 2601 Jahn Ave. N.W. Suite A-1 Gig Harbor, WA 98335 Phone: (253) 857-7055 Fax no.:(253) 857-7599 K 1ITE INFORMATION ADDRESS / LOT 6161 BELLWOOD DR. MAPLE FALLS, WA 98266 55P5F B 85mph SEISMIC ZONE D ( PROJECT INFO REALITY 5.1029 HOMES PLAN NAME / NUMBER MURRAY1767 BUILDING CODE 2003 .IBC RELEASE DATE 07-14-06 (ENGINEERING SHEET L PREPAREb BY LATERAL ENGINEERING DEPT.