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SHORE DR, 413
t< City of Bremerton t PERMIT NUMBER: BB13 00818 Department of Community Development DATE ISSUED: 02/26/2014 345 - 6th Street, Ste. 600, Bremerton WA 98337 SITE ADDRESS: 413 SHORE DR (360)473=5275 Fax:(360) 473-5278 ASSESSOR NUMBER: 3913-024-003-0007 Name APPLICANT: D LANE HOMES J OWNER: MAUPIN WILLIARD & KAREN V CONTRACTOR: D LANE HOMES CONST SERVICES LENDER; ZONING: R10 Phone 360-830-2494 360479-2319 360-5094311 Address 4945 ALPENGLOW DR BREMERTON, WA98312 4610 MARINE VIEW PL BREMERTON, WA98312 4945 ALPENGLOW DR NW BREMERTON, WA98312 Access Code ANOlA-OY7H7 N699N-AFECV 06T2D-IGTVF SUBMITTED: 12/30/2013 APPROVED: 02/26/2014 EXPIRATION: 12/30/2014 STATUS: ISSUED "1 VALUATION: Plumbing Fixture Fee Plan Review Fee State Surcharge Mechanical Fixture Fee Building Permit ` S Energy Code '1 TOTAL FEES: 288303.15 $, $132.00 $19527,50 $4.50 $145,10 $2,350.00 $50,00 $4,209.10 idential BuildiPermit w/ MechanicaUPlumbing Resng NEW SFR NEW SFR Building Code Edition: Occupancy Group$ Type of Construction: Flood Zone: Setbacks: Sanitation Method: Number of Bedrooms: IRC:2012 U V-B SEWER 1V Inspection Requests: FIRE: Fire Inspections (360) 473-5386 DCD: Building Inspections: (360) 473=5870 HEALTH: Kitsap County Health District (360) 337-5285 L&I: Department of Labor and Industries (360) 4154000 PW&U: Public Works" Engineering (360) 473=5270 This permit shall become null and void if the described work authorized by this permit has not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned at any time after the work is commenced for a period of 180 days. It is the responsibility of the permit holder to see that the required inspections are trade. Failure to obtain required inspections may result in stoppage of the work until such time that the permit holder can substantiate to the City of Bremerton that the concealed work meets or exceeds code requirements. Any demolition, testing, or financial burden shall be borne directly by the permit holder. Failure to substantiate code requirements will indemnify the City against any and all responsibility or liability connected with the construction. I hereby certify that I have read and examined this pen -nit and know the same to be true and correct. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel provisions of any State or local law regulating construction or the performance of the construction. If listing the owner as general contractor, I certify that I am exempt from the requirements of the State Contractor's Registration Law under Section 3, Chapter 126, Laws of 1967. All revisions to an approved plan require DCD review and approval prior to performing work. All building and tenant occupancy permits are required to pass final inspection prior to permit expiration and obtain a certificate of occupancy prior to use or occupancy. SIGNATURE OF OWNER OR AGENT: PRINTED NAME: CONDITIONS DATE: City of Bremerton's approval of this application pertains only to the City's regulatory jurisdiction, and thus compliance with City regulations does not necessarily ensure compliance with federal or state laws. Page 1 of 5 Printed by : Mountjoy, Margret on: 07/10/2014 10:24 AM Validity of permit. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of the provisions of the International Codes or any other ordinance of the City of Bremerton. Permits presuming to give authority to violate or cancel the provisions of the International Codes and D�GK ordinances of the City of Bremerton shall not be valid. O FLOOR (IBC 105 & IRC 105A) DECK T NOT TO EXCEED 1" ',�, MUST COMPLY WITFI A S ATE CODES ON 51 T� �DDi�55 MAUP I N 413 SHORE DRIVE BREMERTON, WPC g5512 #3�12-000-003-0007 7-0��1►1 ALL 51RUCTU/nNL MEMBERS TO BE PRTR D JUL 10 2014 City of Bremerton, DCD TOM HER5TAD BUILDING DE516N INC. 246 Tremont ST. Port Orchard WA 46366 (360) 6"tb-6843 - Email herstoddesign®wovecable.com �:.11 0 •-k JUL 10 2014 Reviewed for a Compllancp Sy' S. c' 3. Y. 'R���'t. REC3:S�EREU i S A. Hf:FS7AD I;:TE CF Wag:1iNGTUN �6 r �13i 3 oo101 � to J Q HANG J5T5 TO LEDGER W/ L55U28 HANGERS 6' I _ p4� �� 7'_p„ 'O'� h 0 r,. 1 rt w3.: �� lr.. �,.��•;,,� e, I?i", . �� - Y �. NEW 2"xl2" LEDGER W/ (2) 35i$" LEDGERLOGK MI6" O.G. INTO EXTG. RIM (TYP � ALL EDGES UNDER DECK) TO1� ��fi�ST�� �U i Lid 11�C� 17�51 GN I �lG . 296 Tremont 5T. Port Orchard WA g8366 (360) 8'I6-6893 - Emall haretaddasign®wavecable.com � � v �� 4 ` o � � � � _k � ` � N �"` 4'Xg„ 7'_p„ 24"x24"xl0" FOOTINGS 7'_p „ 4 " = I'-Q" ALL STRUGTUAL MEMBERS TO BE PRTR WOOD 7'_p„ -IN cv TH15 CONDITION IS � E�4GH END OF DECK HOEDOWNS 2x_ DEGKING 2x8 JGTS � 24" OG .�� f �, � _ F�� � ��' �f' kk,, G� O (n HNG NEW 2"xl2" LEDGER W/ (2) 35/e" � LEDGERLOGK �16" O.G. INTO EXTG. RIM 2x8 NAILER � PG44 POST GAP PR TR 4x8 BEf4M ~ PB44 POST BASE � PR TR 4x4 P05T � GR/�DE 24"x24"xl0" GONG. PIER P?�D —III—I -III_-1 I I —I I P -1 I �I-III=1 I I= 13�T� r'' o F %ooTt N u- ��C.�C ]7�T�1� �° ire A-r ce,�rr- i2`" �3ecow Fo�nM-4- REFER TO IRG R502.2.2.3 � FIGURE 502.2.2.3 BLKNG � MID SPAN 2x_ DEGKING 2x8 PR TR JSTS � 2x8 PR TR 4x8 BE?�M TO1� ��i�ST�I� SUI�1�I�1G D�51GN ING. 296 Tramont ST. Port Orchard 1NA g8366 (360) 8"Ib-6893 - Emall harstgddaslgn®wavecable.com J GONT FLASHING EXTENDING PAST J5T HNGR / 4" OG �L�SH I NG I7�T� I L ::;s c REpISTERED aRCNtTFCi I THQMA3 A. HERSTAD . TATE OF WASHINGTON ���� 2012 IBC LATERAL LOAD ENGINEERING FOR: D LANE HOMES PLAN: MAULPIN RESIDENCE SITE CRITERIA DESIGN WIND WIND (18C)SEISMIC SOIL RISK ROOFSNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 30 PSF 110 MPH C D D it SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC MULTIPLE PER CONDITIONS REPORT PER SPECTRAL SPECTRAL SITES OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss <15% NONE NONE 0.609 1.409 NO SITE: 413 SHORE DR BREMERTON, WA 98310 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, P.E. 2615JahnAm N.W. Suite E-6 Gig Harbor,WA 98335 Phone: (253) 857-7055 Fax (253) 857 7599 PROJECT NUMBER 13.0743 1' Cit V-Ujj, Y of Bremerton °Ec © zolj �,�__ department of DATE 10-11-13 ORIGINAL STAMP MUST BE RED TO BE VALID COPTRKaHT ©i013 NODGE ENGINEEiiI�^,, MG. DO NOT ACCEPT FOR PERMIT WLE°w° AN ORIGINAL RED SEAL DO NOT ACCEPT COPY 2012 IBC Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering or lateral and gravity load engineering as noted in the engineering scope. Where gravity load engineering (foundation, )eam, post, etc.) has been completed by others Hodge Engineering recommended that the engineering be completed by a licensed engineer. However, Hodge Engineering was not contracted for gravity load engineering in these cases. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2012 IBC have been traced through the structure. See the legend on the engineering sheets showing now the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. x a Al 413 Shore Dr, Bremertomgl w a 0 2013 Goo gle ,00gl ' earth 10/3/13 , Search Results for Map tlor-nc About Fnis Site LatllLong rhider Kee 1tu� pc7nb;t�r� A4aout ATC � ont t .t Search Results Latitude: 47.5676 Longitude:-122.6130 ASCE 7-10 Wind Speeds 3-sec peak gust MPH*). Risk Category 1: 100 Risk Category II: 110 Risk Category 1114V: 115 MRI** 10 Year: 72 MRI** 25 Year: 79 MRI** 50 Year: 85 MRI** 100 Year: 91 ASCE 7-05: 85 ASCE 7.93: 71 'NPrt(tvfles per hour) "MW Nean Recurrence hterval (years) lkers should consult w ith bcal binding officials to delerrrine if there are community -specific w ind speed requirements that govern. PDF n Print your results WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use A the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by IatitudeAongitude location in the wind speed report. 2of21 uwnv.atcouncil.ora/windsoeed�ndexnho?oetion=com content&view=article&id=10&dec=1&latitude= 47.567580&longitude=-122.613046&risk cateoory i=100&ri... 1/2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Oct. 11, 2013 10:18*25 Level 1 of 2 75' 72.5' 70' 192.3 *2Q8H,7to 159.4 67.5' 65' 93.7 12 . 121.4 62.5' 93.7 93.7 .6 60' Oil57.5' 11 ITT M 55' 52.5' C&C2816/35.3 G o 52.5' � Co f_',h 190 H-1 '0f r> 50 o 1- r) -47:5' .4 & C 31.9 /39 -- - N LO ce) Co _ ` 0' 3o C 66 ■C "> t` - 42.5' +r 629291 UCH r M 7 ...Ce) lb r 40' M �9 �' 37:5' 35 � ' M h� �' M 32:5' Will)Cf)U 1 o' 4490 U 0 D-1 pp 27.5' ce)c_ C&C28.6/35.3 _O Co __25' Co U _ _ _ ; T0_ 22:5' LO CO U kC28.6/. � _ 17.5' 1516 9 C-1 15' A J35 rLn ai of12.5' h 29611 ■G 'co 100O� � B-2 CQ M3pp 57.5' &CZI$9/39.4 451 �' �__4f 5A-1 J'6 mo 2.5' of ,7(1 '& C 28.6 / 35•�j0' co -2.5' c l U -5' -7.5' 2 .5 -10' P89.3 A 2.5' 134.3 134.3 -15' 121.6 ~ 1 -17.5' 202.8 ^222SA 150A -20' -22.5' -25' -27.5' -30' -32.5' -35' -37.5' -22.43?017.,6612.8107.5'5'-2.5'0' 2.5'5' 7.51012.515t76M(22.5'S?7.ai032.5i537.54012.515t7.A67.E5(52.53537.5d(B2.3df7.5r0'2.515'7.5B(824EB837.M(92.5)@7.8'00' --- Factored shearline force (Ibs) Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: 0.6W + 1.0D. � Unfactored applied shear load (plf) f8�-(�} Unfactored dead load (plf,lbs) Q-� Unfactored uplift wind load (plf,lbs) -►{I Applied point load or discontinuous shearline force (Ibs) Orange = Seler,,ted Uvall(s) Red = � 3of21 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Oct, 111 2013 10:18:25 Level 2 of 2 67.5' 65' 62,5' 193.0 193.0 60' 15 .6 1 0.6 57.5' 55' 52.5' 50' o d 00 47.5' O , cy t M 45, C & C 234 G-1 C' b 0 42.5' t rn rn 31.9 / 3914 Mai M 40+ M - N C ' _-3--7. 5 aS885 F-1 rn 35' M m 3205' �294t-1 06 30' 07 &C31.9/39.41c 27:5' cLO o 22:5' CoL 20 17.5' eoo N M N t 1' ULO rn 5 °' 06I, o- n 12:5' cV U M co 10, C 1506 B-1 B-2 .� 7.5' p9 C C&C3U/ 6,4 0 o� C 51 2.5' 0, 50 2 15,2 -2.5' -5' 11341 113.1 -7.5' -10' -12.5' -15' -17.5' -20' -22.5' -25' -27.5' -2917.31512.5'10'-7.6-5'-2.5' 0' 2.5' 5' 7.5' 1012.51517.52022.52527.53032.53537.54042.54547.55052.55557.55062.55567.57072.57577.5'80' --► Factored shearline force (Ibs) Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Loads Shown: W; Forces: 0.6W + 1.01D. � Unfactored applied shear load (plf) l�i—�} Unfactored dead load (plf,lbs) (}Q Unfactored uplift wind load (plf,lbs) --{) Applied point load or discontinuous shearline force (Ibs) Ornng� = SeleCtr.:d wal((s) Red = � 4of21 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 10.1 LATERAL ANALYSIS.wsw Project Information rnivzl Iv 9 SoVn V 0 IG V no Iw (' W, Im 1N Com any Project Hodge Engineering EXPOSURE C 2615 Jahn Ave NW E-5 SEISMIC CATEGORY D Gig Harbor, WA 98335 2012 IBC 253-857-7055 Oct. 11/2013 10:49:4Ei V I...VIVI• V1�1 111\VV Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Reduction For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10% 4.00 3.33 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb' d w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length Ji � c uvrvrtivw 1 wn ASCE 7-10 Wind Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed Exposure Enclosure llOmph Exposure C Enclosed Risk Category Structure Type Building System Category II Regular Bearing Wall - All others Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Shape Height Length Spectral S1: O.60Og Response Acceleration Ss* l.400g _ - - Fundamental Period E-W N=S Site Location: - T Used 0.174s 0.174s Approximate Ta Maximum T 0.174s 0.243s 0.179s 0.243s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N=S loads Response Factor R 6. 50 6.50 Eccentricity (%) 15 15 Fa: 1.00 Fv: 1.50 Loaded at 75% 5of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 201310wON46 Structural Data rMoMW rwrP"/Anww w Tlf1w1 Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in len th in Ceiling 20. 67 0. 0 Level 11.67 10.0 9.00 13.8 14.5 Level 2.83 1o.0 8.00 13.8 14.5 Foundation 2 . o0 �nw■ wrr�u Block Roof Panels Dimensions ftFace Type Sloe Overhang ft Block 1 2 Story E-W Ridge Location X,Y = 0200 6. 0o North side 30 .0 1 .00 Extent X,Y = 54 .00 39600 South Side 30.0 it 00 Ridge Y Location, Offset 25.50 0000 East Gable 90. o 1.00 Ridge Elevation, Height 31.92 11.26 West Gable 90.0 1.00 Block 2 1 Story E-W Ridge Location X,Y = 54 .00 26.00 North Side 30. 0 1900 Extent X,Y = 21 .00 24 .00 South Side 30.0 1 too Ridge Y Location, Offset 38 .00 0 . 00 East Gable 9000 1100 Ridge Elevation, Height 18 .59 6. 93 West Joined 90. 0 1 . o0 Block 3 1 Story N-S Ridge Location X,Y = 48 .00 0000 North Gable 90.0 1.00 Extent X,Y = 18.00 18 . 00 South Gable 90 .0 1 .00 Ridge X Location, Offset 57 . 00 0 .00 East Side 30.0 1.00 Ridge Elevation, Height 16.86 5.20 1 West Side 30.0 1.00 6of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 2013 %49:46 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg I'd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 6 12 Y 113 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 11213 3 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,213 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Win. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 14/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". '; 84 face ply for 2-ply GWB. Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. � •IIATcnIAI C M.. MA i !_Dfl11D i 1[/i1Y111YV IYIMI LKIr11-v my VM.-L v..v.+. Grade b d Spacing SG E Wall Species in in si^6 Groupin 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Group —Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 7of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 2013 10:49:46 SHEARLINE3 WALL and v�tNm� vimrNaivrva North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) X ft Start End ft Wind Seismic ft Line 1 Level 2 Line 1 Seg 3 0.00 29.50 38.25 8.75 8.75 8.75 9.00 Wall 1-1 Seg 3 0.00 29.50 38.25 8.75 8.75 8.75 Level 1 Line 1 Seg 1 0.00 10.00 43.00 33.00 30.50 30.50 8.00 Wall 1-1 Seg 1 0.00 10.00 43.00 33.00 30.50 30.50 8.00 Opening 1 - - 24.25 26.75 2.50 Line 2 Level 2 Line 2 NSW 15.00 6.00 29.50 23.50 0.00 0.00 9.00 Wall 2-1 NSW 15.00 6.00 29.50 23.50 0.00 0.00 Level 1 Line 2 NSW 15.00 6.00 29.50 23.50 0.00 0.00 8.00 Wall 2-1 NSW 15.00 6.00 10.00 4.00 0.00 0.00 Line 3 Level 2 Line 3 NSW 21.00 38.25 45.00 6.75 0.00 0.00 9.00 Wall 3-1 NSW 21.00 38.25 43.00 4.75 0.00 0.00 Level 1 Line 3 NSW 21.00 38.25 45.00 6.75 0.00 0.00 8.00 Wall 3-1 NSW 21.00 43.00 45.00 2.00 0.00 0.00 Line 4 Level 1 Line 4 NSW 48.00 0.00 6.00 6200 0.00 0.00 8.00 Wall 4-1 NSW 48.00 0.00 6.00 6.00 0.00 0.00 Opening 1 - 1200 3.50 2.50 - 8.00 Line 5 Level 2 Line 5 Seg 2 54.00 6.00 43.00 37.00 16.00 16.00 9.00 Wall 5-2 Seg 2 54.00 18.00 26.00 8.00 4.25 4*25 9.00 Opening 1 - 22.25 25.25 3.00 - - Wall 5-1 Seg 2 54.00 6.00 18.00 12.00 2.75 2.75 Opening 1 - 8.75 11.75 3.00 - 9.00 - _ - Opening 2 - 13.75 16.50 2.75 9.00- Wall 5-3 Seg 2 54.00 26.00 43.00 17.00 9.00 9.00 9000 Opening 1 - - 31.75 39.75 8.00 Level 1 Line 5 Seg 3 54.15 0.00 50.00 50.00 20.50 20.50 8.00 Wall 5-3 Seg 3 54.00 45.00 50.00 5.00 5.00 5.00 - Wall 5-1 Seg 3 54.00 18.00 26.00 8.00 0200 0.00 Opening 1 - 19.50 24.50 5.00 - 8.00 Wall 5-2 Seg 3 54.25 26.00 44.75 18.75 15.50 15.50 Opening 1 - 36.75 40.00 3.25 - 8.00 Line 6 Level 1 Line 6 Seg 1 66.00 0.00 18.00 18.00 14.25 14.25 8.00 Wall 6-1 Seg 1 66.00 0.00 18.00 18.00 14.25 14.25 Opening 1 - 0.75 3.75 3.00 - 8.00 Line 7 Level 1 Line 7 Seg 1 75.00 26.00 50.00 24.00 9.50 9.50 8.00 Wall 7-1 Seg 1 75.00 26.00 50.00 24.00 9.50 9.50 - 28.75 36.75 8.00 - 8.00 Opening 1 _ - 8.00 Opening 2 - - 40.25 46.75 6.50 East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Grou s Y[ft].Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 48.00 66.00 18.00 5.00 5.00 8.00 Wall A-1 Seg 1 0.00 48.00 66.00 18.00 5.00 5.00 Opening 1 - 50.50 63.50 13.00 - - 8.00 Line B Level 2 Line B Seg 1 6.00 15.00 54.00 39.00 16.75 16.75 9.00 Wall B-1 Seg 1 6.00 15.00 48.00 33.00 12.00 12.00 Opening 1 - 21.75 34.25 12.50 - 9.00 - _ - Opening 2 - - 35.00 38.00 3.00 9.00 Opening 3 - - 43.25 47.50 4.25 9.00 - _ Wall B-2 Se 1 6.00 48.00 54.00 6.00 4.75 4.75 8of21 Woodworks® Shearwans LATERAL ANALYSIS.wsw Oct. 11, 2013 109449046 iHEARLINE, WALL and OPENING DIMENSIONS (continued) NINE Opening 1 - - 48.25 49.25 1.00 - - 9.00 Level 1 Line B Seg 2 7.25 0.00 66.00 66.00 11.75 11.75 6.00 Wall B-2 Seg 2 6.00 15.00 48.00 33.00 6.75 6.75 Opening 1 21.75 45.75 24.00 - - 8.00 Wall B-1 Seg 2 10.00 0.00 15.00 15.00 5.00 5.00 Opening 1 - - 2.50 12.50 10.00 - - 8.00 Line C Level 1 Line C Seg 1 18.00 0.00 66.00 66.00 12.00 12.00 8.00 Wall C-1 Seg 1 18.00 54.00 66.00 12.00 12.00 12.00 - Line D Level 1 Line D Seg 1 26.00 0200 75.00 75.00 21.00 21.00 8.00 Wall D-1 Seg 1 26.00 54.00 75.00 21.00 21.00 21.00 Line E Leve12 Line E Seg 1 29.50 0.00 54.00 54.00 15.00 15.00 9.00 Wall E-1 Seg 1 29.50 0.00 15.00 15.00 15.00 15.00 - Line F Level 2 Line F Seg 1 38.25 0.00 54.00 54.00 21.00 21.00 9.00 Wall F-1 Seg 1 38.25 0.00 21.00 21.00 21.00 21.00 Line G Level 2 Line G Seg 1 43.00 21.00 54.00 33.00 27.00 27.00 9.00 Wall G-1 Seg 1 43.00 21.00 54.00 33.00 27.00 27.00 Opening 1 - - 43.50 49.50 6.00 - - 9.00 Level 1 Line G Seg 1 44.22 0.00 75.00 75.00 35.50 35.50 8.00 Wall G-1 Seg 1 43.00 0.00 21.00 21.00 15.75 15.75 Opening 1 - 3.00 8.25 5.25 - - 6.00 Wall G-2 Seg 1 45.00 21.00 54.00 33.00 19.75 19.75 25.25 30.50 5.25 - - 8.00 Opening 1 - - _ _ 35.25 38.25 3.00 8.00 Opening 2 - - _ _ Opening 3 - - 44.00 49.00 5.00 8200 Line H Level 1 Line H Seg 1 50.00 54.00 75.00 21.00 21.00 21.00 8.00 Wall H-1 Seg 1 50.00 54.00 75.00 21.00 21.00 21.00 - Legend: Type -Seg =segmented, prf =perforated, NSW =non-sheanvall; Location -dimension perp. to wall, FHS -length offull-height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 9of21 WoodWorks® Shearwalls LATERAL ANALYSIS.WSW Oct. 11, 2013 10849046 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads arm" Am MrCPI 11 T� J nCMR RCJV61%7 North -South W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] C1 0 Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 3 Both 1.0 5080 580.5 580.5 638 1.00 S 638 5582 0.91 Level 1 Lnl, Levl 1 Both 1.0 8786 288.1 288.1 339 1.00 S 339 10325 0.85 Line 5 Level 2 Ln5, Lev2 2 Both 1.0 5080 - 317.5 833 1.00 S 833 130.38 Wall 5-2 2 Both 1.0 1587 317.5 317.5 833 1.00 833 3541 41 0.38 Wall 5-1 2 Both 1.0 1984 317.5 317.5 833 1.00 833 2292 0.38 Wall 5-3 2 Both 1.0 2857 317.5 317.5 833 1.00 833 7500 0.38 Level 1 Ln5, Levl 3 S->N l.0 10340 - 504.4 638 1.00 S 638 13079 0.79 3 N->S 1.0 10338 - 504.3 638 1.00 S 638 13079 0.79 Wall 5-3 3 S->N 1.0 2522 504.4 504.4 638 1.00 638 3190 0.79 3 N->S 1.0 2521 504.3 504.3 638 1.00 638 3190 0.79 Wall 5-1 3 Both 1.0 0 638 1.00 638 - Wall 5-2 3 S->N 1.0 7818 504.4 504.4 638 1.00 638 9889 0.79 3 N->S 1.0 7816 504.3 504.3 638 1.00 638 9889 0.79 Line 6 Ln6, Levl 1 Both 1.0 1864 130.8 130.8 339 1.00 S 339 4824 0.39 Line 7 Ln7, Levl 1 Both 1.0 637 67.1 67.1 339 1.00 S 339 3216 0.20 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 W->E 1.0 465 93.1 93.1 339 1.00 S 339 1693 0.27 1 E->W 1.0 465 93.0 93.0 339 1.00 S 339 1693 0.27 Line B Level 2 LnB, Lev2 1 Both 1.0 1506 - 89.9 339 1.00 S 339 5670 0.27 Wall B-1 1 Both 1.0 1191 89.9 89.9 339 1.00 339 4062 0.27 Wall B-2 1 Both 1.0 450 89.9 89.9 339 1.00 339 1608 0.27 Level 1 LnB, Levl 2 W->E 1.0 2941 - 250.3 833 1.00 S 833 9791 0.30 2 E->W 1.0 2913 - 247.9 833 1.00 S 833 9791 0.30 Wall B-2 2 W->E 1.0 2253 250.3 250.3 833 1.00 833 5625 0.30 2 E->W 1.0 2231 247.9 247.9 833 1.00 833 5625 0.30 Wall B-1 2 W->E 1.0 1252 250.3 250.3 833 1.00 833 4166 0.30 2 E->W 1.0 1239 247.9 247.9 833 1.00 833 4166 0.30 Line C LnC, Levl 1 W->E 1.0 1516 126.4 126.4 339 1.00 S 339 4062 0.37 1 E->W 1.0 1493 124.4 124.4 339 1.00 S 339 4062 0.37 Line D LnD, Levl 1 W->E 1.0 4490 213.8 213.8 339 1.00 S 339 7109 0.63 1 E->W 1.0 4551 216.7 216.7 339 1.00 S 339 7109 0.64 Line E Level 2 LnE, Lev2 1 Both 1.0 2946 196.4 196.4 339 1.00 S 339 5078 0.58 Line F LnF, Lev2 1 Both 1.0 885 42.1 42.1 339 1.00 S 339 7109 0.12 Line G LnG, Lev2 1 Both 1.0 234 8.7 8.7 339 1.00 S 339 9140 0.03 Level 1 LnG, Levl 1 W->E 1.0 2929 - 82.5 339 1.00 S 339 12017 0.2 1 E->W 1.0 3060 - 86.2 339 1.00 S 339 12017 0.25 Wall G-1 1 W->E 1.0 1300 82.5 82.5 339 1.00 339 5332 0.24 1 E->W 1.0 1358 86.2 86.2 339 1.00 339 5332 0.25 Wall G-2 1 W->E 1.0 1630 82.5 82.5 339 1.00 339 6686 0.24 1 E->W 1.0 1702 86.2 86.2 339 1.00 339 6686 0.25 Line H LnH, Levl 1 W->E 1.0 190 9.0 9.0 339 1.00 S 339 7109 0.03 1 E->W 1.0 201 9.6 9.6 339 1.00 S 339 7109 0.03 10of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 2013 10:49:46 Unless otherwise noted, the value in the table for a shearline is the one for wan on the une cairn me cnuca� aesiyn re�N����C. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W--Cub — Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.363, 56 C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity Inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Oct. 11, 2013 10*49646 Flexible Diaphragm Seismic Design Q Fr IQIVII � 1•1f AOIVIATIA41 J CIJIYI/V 1/9I-VI\IYI/111V Level 1N Mass Ibs Area s .ft Story E-W Shear [Ibs] N-S Diaphragm E-W Force Fpx [Ibs] WS 2 43072 1545.8 8310 8310 8310 8310 1 50199 2760.0 5082 5082 9371 9371 All 93271 - 13393 13393 Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.842. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.841, Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.21 Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.93; Ev = 0.187 D unfactored; 0.131 D factored; total dead load factor: 0.6 - 0.131 = 0.469 tension, 1.0 + 0.131 = 1.131 compression. 12of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 2013 10:49:46 SHEAR RESULTS ( flexible seismic desi n North -South W For H/W-Cub ASD Shear Force [pif] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 3 Both 1.0 2787 318.5 318.5 456 1.00 S 456 3987 0.70 Level 1 Lnl, Levl 1 Both 1.0 3744 122.7 122.7 242 1.00 S 242 7375 0.51 Line 5 Level 2 Ln5, Lev2 2 Both .94 3030 - 234.7 562 1.00 S 562 0.42 2389 Wall 5-2 2 Both .94 1173 234.7 234.7 562 1.00 562 389 0.42 Wall 5-1 2 Both .61 949 151.8 151.8 364 1.00 364 1000 0.42 Wall 5-3 2 Both .72 1615 179.5 179.5 430 1.00 430 3869 0.42 Level 1 Ln5, Levl 3 Both 1.0 4646 - 226.6 456 1.00 S 456 279 0.50 2 Wall 5-3 3 Both 1.0 1133 226.E 226.E 456 1.00 456 279 0.50 Wall 5-1 3 Both 1.0 0 456 1.00 456 - - Wall 5-2 3 Both 1.0 3513 226.6 226.6 456 1.00 456 7063 0.50 Line 6 Ln6, Levl 1 Both 1.0 680 47.7 47.7 242 1.00 S 242 3446 0.20 Line 7 Ln7, Levl 1 Both .69 306 32.2 32.2 166 1.00 S 166 1579 0.19 East-West W For H/W-Cub ASD Shear Force [plf] Allowable Shear [piq Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 63 230 46.0 46.0 151 1.00 S 151 756 0.30 Line B Level 2 LnB, Lev2 1 Both 1.0 1789 - 106.8 242 1.00 S 242 4050 0.44 Wall B-1 1 Both 1.0 1415 106.8 106.8 242 1.00 242 2902 0.44 Wall B-2 1 Both 1.0 534 106.8 106.8 242 1.00 242 1149 0.44 Level 1 LnB, Levl 2 Both 1.0 2412 - 244.2 595 1.00 S 595 018 0.41 4 Wall B-2 2 Both 1.0 2198 244.2 244.2 595 1.00 595 018 0.41 Wall B-1 2 Both 63 763 152.E 152.6 372 1.00 372 1860 0.41 Line C LnC, Levl 1 Both 1.0 577 48.1 48.1 242 1.00 S 242 2902 0.20 Line D LnD, Levl 1 Both 1.0 3152 150.1 150.1 242 1.00 S 242 5078 0.62 Line E Level 2 LnE, Lev2 1 Both 1.0 2322 154.8 154.8 242 1.00 S 242 3627 0.64 Line F LnF, Lev2 1 Both 1.0 1000 47.6 47.6 242 1.00 S 242 5078 0.20 Line G LnG, Lev2 1 Both 1.0 706 26.2 26.2 242 1.00 S 242 6529 0.11 Level1 LnG, Levl 1 Both .75 2823 - 89.5 181 1.00 S 181 856 0.49 2 Wall G-1 1 Both .75 1057 67.1 67.1 181 1.00 181 856 0.37 Wall G-2 1 Both 1.0 1767 89.5 89.5 242 1.00 242 4776 0.37 Line H LnH, Levl 1 Both 1.0 181 8.6 8.6 242 1.00 S 242 5078 0.04 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.50 C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity Inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 13of21 WoodWorks® Shearwalls LATERAL ANALYSIS WSW Oct. 11, 2013 10:49:46 Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. SIMPSON STRONG -TIE COMPANY INC. E,'j t�� �;�+'j�j ■ (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. a s www,strongtie.com Job Name: 13.0743 Wall Name: 13-1 LEVEL 1 Application: 1st Story Wood Floor Systems Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 1500 lbs * Floor Joist Depth = 10" Selected Strong -Wall® Panel Solution: - � End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (Ibs) (Ibs) SSW18x7 Steel 18 80 3.5 Plate 2 - 1" I- 100 9746 lb Actual Shear & Drift Distribution: T Actual Allowable Actual / i Actual Drift Model Shear Shear Allow Drift Limit (Ibs) (Ibs) Shear ( (in) (in) SSW18x7 1500 C 1830 OK 0.82 0.22 0.36 1-SSW18x7 is OK. SSW18x7 requires SSW18-1 KT Connection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. Page 1 of 2 SIMPSON STRONG -TIE COMPANY INC. 1+7I1�1I:�+'��J►■ (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. ¢ a www,strongtie.com Job Name: 13.0743 Wall Name: 13-1 LEVEL 1 Application: 1st Story Wood Floor Systems Design Criteria: * Stemwall -Perimeter * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Max. Minimum curbtstemwall Stemwall Height = SSWAB — width per shear anchorage (SSWAB Is + table. See following page. SSWHSR le + 3' Shear reinforcement 3'—de) } when required H _ r 8 i r---- de r de a f — W 3' Clr, Min T a 1 3` CIc Min. m ^ • i l T I�"'� � — YzW r r f W hW ------- 7-s- W (� 'h W h W-►I Curb or Stemwall Section View Footing Plan Anchor Solution Assuming Cracked Concrete Design: Model i W de I S Anchor Bolt Strength SSW18x7 36 12 12.25 1 SSWAB1 Standard j Notes: Minimum stemvrall vrltlth per shear anchorage fable. See following page. SSWHSR Shear reinforcement when required SSWAB Section at Stemwall SSWAB Exten and SSWHSR sion Application Anchor Solution Assuming Uncracked Concrete Design: Model W de S Anchor Bolt Strength SSW18x7 32 11 12.25 SSWAB1 Standard 1. Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 2 16of21 SIMPSON STRONG -TIE COMPANY INC. (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: 13.0743 Wall Name: B-1 LEVEL 1 Application: 1st Story Wood Floor Systems Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 468 Ibs * Floor Joist Depth = 10" Selected Strong -Wall® Panel Solution: i End Total Axial Actua Model 1 Type W H T Sill I Anchor i Load Uplift (in) (in) (in) Anchor Bolts (Ibs) (Ibs) i SSW12x7 I Steel 12 80 3.5 Plate 2 - 3/4" 100 2673 lb SSW12x7 Steel 12 80 3.5 Plate 2 - 3/4" 100 2673 lb Actual Shear &Drift Distribution: RR Actual Allowable Actual / Actual Drift Model Relative Shear Shear Allow Drift � Limit Rigidity (Ibs) (Ibs) Shear i (in) (in) SSW12x7 0.50 234 < 525 OK 0.45 0.13 0.36 SSW12x7 ( 0.50 234 < 525 OK 0.45 1 0.13 0.36 2-SSW12x7 are OK along the same wall line. SSW12x7 requires SSW12-1 KT Connection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. Page 1 of 2 17of21 Job Name: 13.0743 Wall Name: B-1 LEVEL 1 Application: 1st Story Wood Floor Systems Design Criteria: * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * Alternate Basic or Basic Load combination * ASD Design Shear = 468 Ibs * Floor Joist Depth = 10" Selected Strong -Wall® Panel Solution: i End Total Axial Actua Model 1 Type W H T Sill I Anchor i Load Uplift (in) (in) (in) Anchor Bolts (Ibs) (Ibs) i SSW12x7 I Steel 12 80 3.5 Plate 2 - 3/4" 100 2673 lb SSW12x7 Steel 12 80 3.5 Plate 2 - 3/4" 100 2673 lb Actual Shear &Drift Distribution: RR Actual Allowable Actual / Actual Drift Model Relative Shear Shear Allow Drift � Limit Rigidity (Ibs) (Ibs) Shear i (in) (in) SSW12x7 0.50 234 < 525 OK 0.45 0.13 0.36 SSW12x7 ( 0.50 234 < 525 OK 0.45 1 0.13 0.36 2-SSW12x7 are OK along the same wall line. SSW12x7 requires SSW12-1 KT Connection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1-800-999-5099. Page 1 of 2 17of21 SIMPSON STRONG -TIE COMPANY INC. (.`j ��/ �.'1�� ■ (800)999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www,strongtie.com Job Name: 13.0743 Wall Name: 13-1 LEVEL 1 Application: 1st Story Wood Floor Systems Design Criteria: * Stemwall -Perimeter * 2009 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution.Details: 3' Cir. Minimum curblstemerall SSWAB width per shear anchorage table. See following page. 3" Shear reinforcement fwhen required jH j d Curb or Stemwall Section View Footing Plan Anchor Solution Assuming Cracked Concrete Design: Model W de S Anchor Bolt Strength SSW12x7 25 9 1 6.875 SSWAB3/4 Standard i Notes: Max. Stemwall Height = (SSWAB le + SSWHSRie+ 3'— de) lT Minimum Stemwall ea(dth per shear anchorage tahle. See following page. SSWNSR Shear reinforcement when required Section at Stemwall SSWAB and SSWNSR Extension Application SSWAB Anchor Solution Assuming Uncracked Concrete Design: Model W de S Anchor Bolt Strength -- — -- _1.. _ — — ---- -- - SSW12x7 21 7 6.875 SSWAB3/4 Standard 1. Anchor Design conforms to ACI 318 Appendix D with no supplementary reinforcement and cracked or uncracked concrete as noted. 2. Anchorage strength indicates required grade of SSWAB anchor bolt. Standard or High Strength (HS). 3. Seismic indicates Seismic Design Category C though F. Detached 1 & 2 family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACI 318-08 Section D.3.3.4 4. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design professional may specify alternate embedment, footing size or anchor bolt. Page 2 of 2 f PROJECT: Rim to Top Plate Connection (PHq* CLIENT: Typical Floor to Floor Connection JOB NO.: detail calc DATE: 2012 IBC INPUT DATA &DESIGN SUMMARY NAIL TYPE (O=Common Wire, 1=Box, 2=Sinker ) NAIL PENNY -WEIGHT (6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d ) LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CD = WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL 0 Common Wire Nail 16d 2 Hem-Fir(N), G=0.46 �LYSIS NAIL FACTOR (See 11.5.4.2, NDS 05, Page 78) Cm = 0.83 LENGTH L = 31/2 In SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 1 1/6 In PAGE REVIEW BY DESIGN BY E PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(COS30°) 4,= 1.86 In IL DIAMETER D = 0,162 In E PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd = 1.00 E NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 125 Ibf ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZCDCMCtCdCt„ = 166 Ibf T..nin�l Nl�il 1limcncinnc /Annan�l i�r I d. NI')S 2O05_ Pane 1671 JEH 1 of 1 JEH Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d Length Diameter 2 0.113 2 1/4 0.113 2 1/2 0.131 3 0.148 3 1/4 0.148 3 1/2 0.162 4 0.192 4 1/2 0.207 5 0.225 5 1/2 0.244 E6dCommon Head 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 Box Length Diameter 2 0.099 2 1/4 0.099 2 1/2 0.113 3 0.128 3 1/4 0.128 3 1/2 0.135 4 0.148 4 1/2 0.148 5 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Sinker Length Diameter 1 7/8 0.092 8 1/8 0.099 2 3/8 0.113 2 7/8 0.120 3 1/8 0.135 3 1/4 0.148 3 3/4 0.177 4 1/4 0.192 4 3/4 0.207 5 3/4 0.244 Head 1 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2, Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 19of21 PROJECT: Joist to Top Plate Connection Rodiff.,10. CLIENT: Typical Floor to Floor Connection JOB N0.: detail calc DATE: 2012 IBC INPUT DATA &DESIGN SUMMARY NAIL TYPE ( O=Common Wire, 1=Box, 2=Sinker ) NAIL PENNY -WEIGHT (6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d2 60d ) LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CD = WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL 0 8d 2 1.6 9.0 Common Wire Nail Hem-Fir(N), G=0.46 ANALYSIS TOE -NAIL FACTOR (See 11.5.4.2, NDS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 2 1/2 In THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 516 In PAGE DESIGN BY REVIEW BY PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(COS30°) 4,= 1.33 In DIAMETER D = 0,131 In PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N, PAGE 97, AS Z = 80 Ibf ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZCpCMCtCdCtn = 106 Ibf Tvniral Nail rlimpncinnc fAnnPntlix L4. NDS 2005. Paae 1671 1 JEH of 1 JEH Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Common Length Diameter 2 0.113 2 1/4 0.113 2 0.131 1/2 3 0.148 3 0.148 1/4 3 0.162 1/2 4 0.192 4 0.207 1/2 5 0.225 5 1/2 0.244 6 0.263 Head 0.266 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 Box Length Diameter 2 0.099 2 1/4 0.099 2 1/2 0.113 3 0.128 3 0.128 1/4 3 0.135 1/2 4 0.148 4 0.148 1/2 5 0.162 Head 0,266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Sinker Length Diameter 1 0.092 7/8 8 1/8 0.099 2 0.113 3/8 2 0.120 7/8 3 0.135 1/8 3 0.148 1/4 3 0.177 3/4 4 1/4 0.192 4 0.207 3/4 5 3/4 0.244 Head 0.234 0.250 0.266 0.281 0.312 1 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2, Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. PROJECT: Typical Top Plate Splice Calculation PAGE: 1 of 1 CLIENT: Residential DESIGN BY: JEH H*p JOB NO.: DATE: 2012 IBC REVIEW BY: JEH INPUT DATA &DESIGN SUMMARY DIAPHRAGM CHORD FORCE RESISTED BY THE TOP PLATE T = C = NAIL TYPE (O=Common Wire, 1=Box, 2=Sinker ) NAIL PENNY -WEIGHT ( 12d, 16d, 20d ) LUMBER TYPE ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LUMBER GRADE ( O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=No.2, 4=No.3, 5=Stud, 6=Construction, 7=Standard, 8=Utility) TOP PLATE SIZE Double 2 x LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CID = WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 0 Common Wire Nail 16d 3 Hem -Fir, G=0.43 2 No.1 6 No.1, Hem -Fir, G=0.43 1.6 1.0 1.0 USE 2 ROWS 4 -16d NAILS @ 2-112 in o.c., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) S1111111111111111- 48" MIN ANALYSIS DESIGN VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft = 625 pS AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A = 8,25 in SIZE FACTOR (Tab 4A, NDS 2005 SUPP, Page 30) CIF = 1,30 ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFtCpCMCtCF T = 10.73 k > T, SIMPSON STRAP NOT REQUIRED. NAIL LENGTH L = 3 1/2 In SIDE MEMBER THICKNESS tS THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = 1,99 In NAIL DIAMETER D = 0,162 In THE PENETRATION FACTOR (Note 3, Tab 11 N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 122 Ibf ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS Z' = ZCpCMCtCd = 195 Ibf NUMBER OF NAILS REQUIRED IS n = T / Z' = 7.7 = 8 Nails USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. Please complete the information below, sign this request form, and fax to: Hodge Engineering at 25M57-7599 Client Request for En *Company: *Contact: *Hodge Engineering Proj #: Architect /Plan # *Site Address: Items with Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): Support 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeengineeriUg. ,II n M o Q n fi m � 0 c n u 0 n' S y d o_ �7 o0 ---- --- ---- ---- ---- --- ---- --'- --- ---- --- -- - O /-'-'fir- 0 0 0 0 0 0 C�� 0 0 0 0 C} a o a N 16 n z 1 E ry IF ', a_ O 1 U J4V �� h J '' II ho 3 345,34 a rILI i1198,89 „ F Ln N F g o O JO y O IIIIII ? Q Ln41 S N (n x N J — n J Q ° M m N 0 0 o n " O m 0 w y H O 3 3 0 S In n D DImam l D n o O a � D w o c O T E, mn ,0 20 n o A rta Z 0 . i� O o a �< < z o �0 T a o < o n � 3 � m � m z3 (n° F w F, o c z c N m N W O (il n + m a 0) pN LI ] I n C) O O Ln (n W V � o a O u v' + OD u O I to o z � I co n 0 O O - N V :z3 m CD ID b o= a mn o ro F o Y 4 Mi Lo d w amms gz 7 3 ^i Z 0 3 0 ILI W W w ^, o 3 z 3 Ln 00 e ° A S e A � Y C^ 3 3 A to in _ O, w 3 3 \, 3 3 ■a N W mm"3 pV 0O R m Y n ' 1 N . J m 3 o U- a fi I y -a 0 a 0 0 E n O Ln o 7 D fD In Lrl v w f1 d fU BL'9Z116y� 6L'9Z1� Ln 0 I .i—VETS 6[V" i y�q�56[V" E, 9 C _____ _____ ______ < o 1 2,48 3� o F, c ~ m N w D OI N � O CDID O 0 2 O O L L 6P Lq v a ` m a OD + N UI v - OD m 0 0 N V � \(�D m n' to o p a 9=5 D (D Ero v $ a (! y N H J q 3 O O] + w y Q� co yUl3 3 a Nn g N 3 3 3 a w 3 b 0 2784,48 W i a p 6� "e ee •Ae eA Ae A, e o� 1 I I I I !1 I SHORE DRl VE I 51TE PLAN I SQUARE FOOTAGE TOTALS FIRST FLOOR SECOND FLOOR 2155 122 S.F. SF. TOTAL = ATTACHED STORAGE a GARAGE 2651 106 505 S.F. 5.F. S.F. TOTAL DEGK5 5411 564 SP, S.F. 91 6LAZIN& PERGENTASE TOTAL 6LAZIN6 - TOTAL !FATED SQUARE FOOTAGE WINDOW MANUFACTURER: 4105 _ 2651 165 % DRAWING INDEX SHEET NO. DESCRIPTION G SITE PLAN AND NOTES FIRST FLOOR PLAN 2 SECOND FLOOR PLAN ! SECTION 3 FOUNDATION 4 5EGTION5 4 EXTERIOR ELEVATIONS 5 CRO55EGTION5 6 FRAMING PLANS DESIGN DATA: CODE 2012 - IRG, IMG, UPC, WSEG WIND SPEED S5 MPH EXPOSURE B SEISMIC ZONE SNOW LOAD SOIL BRG FROST D EPTH D-2 25 PSF 1500 PSF 12" TO BOT OF FT6 SITE ADDRESS 4t3 SHORE DRIVE BREMERTON, WA 96312 PARCEL NUMBER �3? 72-000-005-000'1 GENERAL NOTES: I. PLANS DESIGNED ACCORDING TO THE 2012 IRG 2. CONTRACTOR TO GFEGK AND VERIFY ALL DIMENSIONS BEFORE PROCEEDING. 3. C.ONIRALTOR TO CONFIRM T}E SIZES, SPADING, AND SPECIES OF LLFEER OF ALL STRUGTL iAL AND FRAMING MET 6ER5. WINDOWS: I. WINDOW SILL IN SLEEPING ROOMS NOT TO EXCEED 44" ABOVE FLOOR 2. ALL WINDOWS TO BE DUALGLAZED 3. ALL GLA55 IN A DOOR, NEXT TO A DOOR YO 12°, OR W/I I6° OF FLOOR OR W/1 60" OF T.8 FLOOR TO BE SAFETY GLAZED, OR ANY OTHER HAZARDOUS AREA FER IRG. VENTILATION: I. VENT DYL ®SINK 2. VENT DRYER OUTSIDE IRG M1501.1 3. VENT HYtT. TO ExPANISON TANK 4. VENT ALL FANS OUTSIDE W/ 3' MIN. TO BLDG. OPNG OR Te 5. KITCHEN RANGE VENT TO BE MIN. 100 CFM b. PROVIDE WHOLE HOUSE FAN 1. PROVIDE PROPER ROOF AND GRAN. SPACE VENTILATION PER IRG MECHANICAL 4 ELECTRICAL: I. LAYOUTS INCLUDED IN THIS PLAN SHALL BE INTERPRETED AS SUGGESTED NEGHANIGAL AND ELECTRICAL LAYOUT5. FOR PRE615E 5FECIFIGATION6 CONSULT A PROFESSIONAL MECHANICAL 4 ELECTRICAL CONTRACTOR 2. SMOKE DETECTORS SHALL RECEIVE PRIMARY PO/ER FROM BUILDING WIRING N BATTERY BACK-UP 4 SHALL BE INTERCAPBECTED TO BE AUDIBLE THROUGHOUT BLDG. 3. VERt. DUST BETWEEN COOK TOP OF RANGE AND HOOD SHALL BE NO LE55 THAN 50" 4. I1YtT 4 FIARM IN GARAGE SHALL BE GUARDED FROM VEHICLE COLL15ION 4 LOCATED 16" ABOVE FLR IF IT GENERATES SPARK OR FLAME 5. NWT SHALL BE ANCHORED OR 5TRAPPED FOR EARTHQUAKE 4 PLACED ON R-10 PAD IF LOCATED IN UNHEATED SPACE OR GONG. FLR 6. T4P FLINT TO OUTSIDE 1. PROVIDE OUTSIDE COMBUSTION AIR FOR FLRN PER IRG CH. 11 M15GELLANEOU5: I. PROVIDE 90✓< FELT BETWEEN POSTS 4 GONG, 2. DOOR BETWEEN NOOSE AND GARAGE t0 BE SOLID CORE AND SELF -CLOSE B. ALL STAIRWAYS TO HAVE MIN. 6'-6" HEADROOM CLEARANCE 4 STAIRS, PAWS, AND LANDINGS ABOVE 30" REQUIRE 36° RAILING 4, ALL EXTERIOR DECKS AND PORCHES TO BE CONSTRUCTED KTH PRESSURE TREATED WOOD 5. 2Vx30° ATTIC ACCESS REQUIRED IF ATTIC VERT HEIGHT IS 30" OR MORE 6. ALL DEFORMED REINFORCING STEEL SHALL BE A5TM A 615 GRADE 60 F9 = 60/000 P51 R311.7.10.1 SPIRAL STAIRWAY5. SPIRAL STAIRWAYS ARE PERMITTED,. PROVIDED THE MINIMUM - -" - -"--' . - NND BELOW THE HANDRAIL SHALL BE 26 TREAD HAVING A lVj-INCH MINIMUM TREAD =5 FROM THE NARROWER EDGE. 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1 Wd"iOZIOIW „eiLilx,�iEl ("b) - f Wb''1"id�i'dd ,Bi�ilxziS - I Z#dQ ,Gx,,9 - H Z#=10 1101XIrb - 9 Z#dQ ,ZIx„9 - d Z#da l,ZIxl,9 - 3 'l9 SIx„8iS - Q :M03H )G HVGG 9NIW'd�J� ?�00'f� QN003S N9153Q aNV 1f10AHl IVNI;4 TJOA ?J3iJlLLJVd(INVW 15101' A9 59NIMV24Q 335 v yl ®sip vtc n �- >tii ® SlSf If'1 ,�II t r. we r i WL Wei+sesm Sees L '. �____ ecood Contents PROJECTDESCRIPTION...................................................................................................................................1 SITEDESCRIPTION...........................................................................................................................................1 CRITICAL AREA REVIEW BACKGROUND, a a a 4 a 0 9 0 8 0 0 0 9 a 4 0 0 0 a a a 9 0 4 0 0 0 0 a a a 0 a 3 SHORELINE and WATERSHED. a 8 6 a 0 0 a 9 a 9 9 0 0 0 a 0 0 9 a 0 6 9 9 9 a a 4 0 3 MITIGATIONGOALS........................................................................................................................................3 PREDEVELOPMENT PROPERTY CONDITIONS. 0 0 a a 0 0 a 0 a a 6 0 0 0 a 4 0 a 0 0 0 0 4 0 9 a 0 a a 0 a 5 DESCRIPTION OF ONSITE HABITAT AND SPECIES, a a 0 0 a a 9 0 a 0 0 9 a 0 a 0 1 0 6 0 9 9 4 0 0 a a 0 0 4 0 a a 0 a a 0 0 0 9 9 0 9 0 0 6 0 0 0 8 8 a 0 0 a a 6 0 6 0 a a a 4 0 0 a 0 0 4 0 0 0 a a a 4 a 0 a a 0 a 9 0 0 0 0 0 05 MITIGATION SEQUENCING for NO NET LOSS of ECOLOGICAL FUNCTIONS...................................................6 RECREATION. a a 0 a a 9 4 6 6 0 9 0 0 0 a a a a a 0 0 a 9 0 a 0 8 0 6 7 PROTECTION OF VEGETATIVE BUFFERS.........................................................................................................7 ANALYSISOF EFFECTS.....................................................................................................................................8 MITIGATIONMEASURES........................ 0 9 0 9 9 a 0 6 0 0 9 8 0 6 0 9 9 a 0 8 6 0 9 1 0 0 p 1 0 0 9 9 p 0 0 a 9 a 0 6 0 a a 0 a am 0 0 0 a 0 9 1 0 a I a a 4 a 0 a a a 0 0 4 6 a 9 0 0 0 8 a 6 a 0 8 4 0 0 0 a a 0 a 9 0 so a 0 0 9 a a a 4 6 a 9 008 CONSTRUCTION SCHEDULE, a 0 4 0 6 a 0 0 a 0 9 0 0 9 a 6 a 0 a 9 a 0 a 0 0 a a 0 & 8 REVEGETATIONPLAN. 0 4 0 0 0 9 a a a 0 a 0 0 9 a a 0 0 0 a a a a 0 0 a 0 a 9 a 0 0 a 0 a a a 0 a a 0 0 0 0 9 a a 0 a 0 0 0 a 0 0 p 0 0 8 0 a a 0 0 0 9 0 0 0 0 0 6 9 0 a a M a a 0 0 a 0 a 0 a 0 a a 0 8 0 0 a a 0 0 a 0 a 0 0 0 a 0 0 0 0 a 4 0 0 a a 0 a 0 0 a a a a a 0 0 a a a 0 a 0 08 NON—NATIVE / INVASIVE SPECIES CONTROL..............................................................................................9 ENGLISH IVY REMOVAL TECHNIQUE......................................................................................................9 PERFORMANCEBOND SURETY. . 0 a 6 0 0 a 0 4 a a 0 0 0 0 a a 9 a 0 0 0 8 9 a 4 8 0 a a 0 a a 0 0 6 0 0 0 a 0 1 0 0 0 0 9 0 a 0 a a 0 9 9 a a 6 0 a 0 0 0 a 0 0 9 0 0 6 0 0 a 0 0 4 0 a a a a a a 0 p 0 0 a 0 a a 0 0 0 0 0 0 9 10 CONTINGENCYPLAN....................................................................................................................................10 RESPONSIBLE PARTIES, . a 0 a 9 0 a a 4 0 a a 9 0 9 0 4 0 a 1 9 9 0 9 0 1 a 0 0 0 0 0 1 10 PHOTO DOCUMENTATION. 4 a 0 0 0 0 a 4 4 0 1 0 9 0 a 9 a 1 0 0 a 0 0 0 0 a 0 a 0 11 C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 Itat Corp. WETLANDS & HABITAT MITIGATION & CONSULTING PROJECT DESCRIPTION This Vegetation Management Plan (VMP) has been prepared for Karen and Willard Maupin for the reconstruction of a single family residence on property located at 413 Shore Drive in Bremerton Washington. The project includes building a replacement residence (previous structure already demolished) and implementing a VMP where existing lawn will be converted to native vegetation more suitable for habitat function. There is an existing garage on the property and beach access is gained from the adjacent City of Bremerton pump station property where there is public access. The goal of the VMP is to substantially enhance ecological function on the property. The structure that was demolished was a 1922 rambler with an approximate 658 square foot footprint and included a 168 square foot deck. The old house was removed with an approved demolition permit from the City of Bremerton. The entire parcel is .14-acres and is situated along the shoreline near the entrance of the Port Washington Narrows on Point Herron. The site is found in Section 13 Township 24N, Range 1E (Tax ID#3913-024-003-0007). See Figure 1 for a Site Vicinity Map. The property is generally rectangular in shape and topography is flat. The adjacent property to the west is a single family residence, the adjacent property to the east is City owned property that has a public beach access and pump station. The northern side of the north property line is along Shore Drive and the southern property line is along Port Orchard Bay on Point Herron. The following Vegetation Management Plan is being provided as a conceptual plan to be used by the City of Bremerton Department of Community Development, the client, and/or a professional landscaping company for planning purposes. The client will ultimately be responsible for the implementation and the overall success of this plan in conjunction with any additional comments or suggestions received from City staff. The goal of this plan is to improve upon current native vegetation conditions which is currently lawn and improve the overall habitat and ecological function. SITE DESCRIPTION The property currently has a small garage and the previous residence has been removed. The entire parcel is comprised of lawn, dirt and gravel. There is no other native vegetation on the property. The property has an existing concrete bulkhead whereas the bulkhead is defined as the Ordinary High Water Mark (OHWM). Beach access is gained from the adjacent City property where public access is offered. The small garage has a footprint of approximately 508 square feet. C3 Habitat Corp, 10507 W Belfair Valley Rd. Bren�erten WA 98312 Phone 360.277.4354 Fax 800.756.095E VIA PIN VEGETATION MANAGEMENT M ANI FIGURE I. SITE VICINITY MAP 303) I III a Sylvan WayNESylvamWay 4 , t ,a $AtAan hark b e f IIIAh a- - _ �Pn. i ` 15tAtela �ark 14 . j 3 qo, .i Pat Carey .�.a 9nPd - Sheridan Rd r J I 1 4 l• . P t Vista eoa z qo S� m Harrison, 3f ! zlions Perk Medical CenterArldmon list 5l 1:Ore } ,� � •� f (303 East Nar4 ' Bremerton � y J Memorial a rt Stadi t) Sub ec p ; j t property location glympw n` • ' � r t Sa6 College Evergreens. �' Rotary Nark s i i t �EltthSt q l 1 • Y 6th St - BREMERTON- — . 61h St stir yI Sit _ 3w • wM ., .B"e11ir8f sW �01 Naval Base 'k KitsoP- in Bremerton C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 (MAUPIN VEGETATION MANAGEMENT PLAN-1 CRITICAL AREA REVIEW BACKGROUND SHORELINE and WATERSHED The property is located in an unnamed watershed in WRIA 15. The property is located near the entrance of Port Washington Narrows on Point Herron. Enetai Creek Watershed is the nearest named watershed and is north of the property. The property around this water body consists mainly of single family residences with the Puget Sound Naval Shipyard to the southwest. The Seattle Bremerton ferry runs through the Port Orchard Bay narrows and in front of Point Herron. The water body is heavily used by watercraft and recreation. I<ITSAP COUNTY WATERSHED MAP MITIGATION GOALS The proposed development includes a replacement single family residence with an approximate 2,135ft2 footprint. Additional footprint area includes 564ftZ in decking and a 48ft2 concrete slab. The existing garage will remain. The closest point (deck) to the OHWM is 22 feet and the furthest M point (deck) is 39 feet on the seaward side of the proposed home. The VMP requires a minimum CU setback that is equal to twenty percent of the lot depth. The average lot depth is 84.4 feet and M C3 Habitat Corp, 10507 VV Beffair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 [MAUPIN VEGETATION MANAGEMENT PLAN] therefore requires a minimum shoreline setback of 16.88 feet with a 5 foot building setback. By allowing this type of reduced shoreline buffer, the applicant must provide a substantial enhancement of shoreline ecological functions and must preserve, enhance or establish native vegetation within the entire specified critical area buffer. The formulated critical area buffer is 16.88 feet (17'). Therefore, area for a width of 80 feet (southern lot line distance) and a depth of 17 feet, will be established as critical area buffer. There is an additional 5 foot building setback for structures but is not included in the formula. This buffer, consisting of 1,360ft', will be enhanced with native vegetation to the greatest extent possible. To achieve average density with plant spacing at 6 foot on center; the critical area buffer will require 40 native vegetation units. Vegetation will mainly consist of shrubs and groundcover, Trees and shrubs will be placed in groups to allow for view preservation for the subject property as well as adjacent properties if necessary. Due to the large amount of salt spray that occurs on the property, salt tolerant species will be chosen. Predevelopment Conditions Photo As seen in this photo —the site had almost no habitat or ecological value (lawn). a C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 [MAUPIN VEGETATION MANAGEMENT PLAN, PREDEVELOPMENT PROPERTY CONDITIONS As seen in the above photo, the predevelopment conditions is comprised of impervious structures and mainly lawn. The property had a few ornamental shrubs that were lost during the demolition and one large cedar tree that was removed in the northwest property corner. The existing soils onsite are map unit 2 — Alderwood very gravelly sandy loam, 6 to 15 percent slopes. This soil is moderately deep, moderately well drained and found on broad uplands. It formed in glacial till. Permeability of the soil is moderately rapid above the hardpan and very slow below the hardpan. The available water capacity is low. The hazard for water erosion is slight. Trees are subject to windthrow when winds are strong and soil is saturated. Because the site is basically devoid of any native vegetation, no vegetation is planned for removal. DESCRIPTION OF ONSITE HABITAT AND SPECIES This site lies in a wel►-developed area, surrounded by residential homes. Vegetation in the adjacent area mainly consists of lawn and homeowner landscaping. The Washington Department of Fish and Wildlife Priority Habitat and Species (PHS) reports the following habitat within 1/2 mile of the subject parcel: Surf Smelt breeding grounds are located approximately 1,665 feet to the northwest; Priority Waterfowl concentrations as close as 130 feet to the bulkhead; Estuarine Intertidal Aquatic Habitat along the shoreline in front of bulkhead; and Subtidal Hard-shell Clam presence approximately 452 feet south of the bulkhead. The site was field assessed for any priority habitat and no features were found on the subject parcel or in close proximity. No special regulations or restrictions apply to this property for priority habitat and species other than the shoreline critical area buffer requirement. C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton tNA 98312 Phone 360.277.4354 Fax 800.756.0996 (MAUPIN VEGETATION MANAGEMENT PLAN] MITIGATION SEQUENCING for NO NET LOSS of ECOLOGICAL FUNCTIONS Per the VMP, mitigation sequencing must be applied. Avoidance: avoidance is being met by meeting the required critical area setback of 17 feet, respectfully. Minimization: The house was sized and placed to be outside of the formulated critical area buffer. At its closest point (deck) the structure is 27 feet away from the OHWM providing an additional 10 feet of space between the house and the bulkhead. The deck is slatted to allow for water permeability. The actual house structure (impervious) is 33 feet from the OHWM at its closest point. Mitigation: Mitigation is being provided to allow for the Vegetation Management Plan shoreline setback conditions. The site is ideal for enhancement because it is mainly lawn, dirt and gravel. Mitigation is described below: Mitigation includes improving the formulated buffer of 17 feet by 80 feet by enhanced native planting. Approximately 1,360 square feet of planting enhancement will mitigate the resultant impervious area. At a minimum, 40 vegetation units will be planted with at least 4 varying species of shrubs. A minimum of one tree must be planted and will be at a minimum of 4 feet high at the time of planting. Any noxious or invasive vegetation species will be removed and kept from the site long term. Currently, the adjacent property to the west has English ivy encroaching onto the subject property and approximately 4 Scotch broom plants were observed and will need to be removed. The required vegetation shall be maintained over the life of the use and/or development. In order to ensure such maintenance, a recorded conservation easement or Notice to Title shall be placed on the deed of the property identifying the buffer area and required plantings so that a record of the plan is available to all future potential property owners. The Notice to Title shall be recorded with the Kitsap County Auditor's office prior to issuance of the permit. A financial surety shall be provided that accounts for 150 percent of the cost for improvements such as installation of plantings or other features identified in the plan. The financial surety is intended to ensure implementation of a five year maintenance and monitoring plan that ensures a survival rate of 100 percent for trees and 85 percent for all other vegetation. The five year maintenance and monitoring period shall begin at the time the required native vegetation has been installed and verified by the City. Monitoring shall consist of surveys and photographs taken by the applicant yearly to indicate the continued survival of the plants. Said surveys and photos shall be submitted at the end of the 5 years to the Department of Community Development for release of the financial surety. The following mitigation measures shall be included: ® All seaward outdoor lighting should face downward to limit light impact. o Temporary impacts may occur during site preparation and plant installation. Measures will be taken to minimize these impacts as well as controlling increased sediment flow towards the shoreline. Best Management Practices should be followed during all construction and landscaping phases of the project. Silt fences and plastic construction fences should be a C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 [ U PIN VEGETATION MANAGEMENT PLAN} used to prevent encroachment to shoreline or its buffer by construction associated activities. Temporary fencing will be removed after the site work has been completed and the site is fully stabilized per City approval. • No added impervious area shall be allowed in the resultant critical area buffer unless permitted by the City of Bremerton. • Protect aquatic resources from non -point pollution, such as water • Roof runoff should be filtered prior to discharging toward the shoreline. • No parking shall be allowed between the development and the shoreline. • Single family residences have a height restriction of 30-35 feet above grade. • No aquaculture or shell fish harvesting is proposed. • No docks or piers are proposed. runoff • Control pets. Domestic animals can serve as predators against wildlife or damage critical plant species. RECREATION Personal water -oriented recreation is allowed such as Jet Ski use, boating, swimming, etc. This project does not plan to introduce water -oriented recreation where rental or retail development is required. Additionally, paths or viewing platforms are permitted on the subject property and within the critical area buffer. PROTECTION OF VEGETATIVE BUFFERS The portion of the property controlled by shoreline buffers will be retained in its post -enhanced condition and any use of this area that will impair or interfere with the environmental value will be prevented. With the exception of enhancing the buffer, this area will be preserved and protected from secondary impacts indicative of normal use of the property. Measures to ensure this level of protection within the buffer area include the prohibited uses listed below: • Additional construction of buildings within the regulated shoreline buffer unless permitted by the City of Bremerton County Department of Community Development. • Dumping or placing soil or other substance or material as landfill or dumping or placing of trash, waste or unsightly or offensive materials. • Removing or destroying trees, shrubs or other vegetation, with the exception invasive species removal. • Excavating, dredging or removing loam, peat, gravel, soil, rock or other material substances such as wood in such a manner to affect the surface. • Surface use, except for purposes that permit the land or water area to remain predominantly in its natural condition. C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 [MAUPIN VEGETATION MANAGEMENT PLANT • Activities detrimental to drainage, flood control, water conservation, erosion control, soil conservation, or fish and wildlife habitat preservation. ANALYSIS OF EFFECTS The proposed development is adjacent to a shoreline requiring protection through a number of local, state and federal provisions and ordinances. Implementation of the Vegetation Management Plan is aimed to maintain and enhance the structural and functional integrity of the habitat from the perspective of the entire watershed. The proposed development will be mitigated on the property to facilitate maintaining the watershed integrity through preservation of buffer areas, buffer enhancement and mitigation plantings. The buffer between the proposed house and the shoreline will be enhanced to compensate for increased impervious area and increased human activity. Ecological effects of this project include increased impervious surface area within the shoreline buffer and increased shoreline human activity. The impervious portion of the proposed residence is 33 feet away from the OHWM. To compensate for the proposed impervious area, degraded buffer or gravel area will be enhanced with a variety of native plants. Because the seaward side of the proposed residence is already degraded buffer, any planting enhancement will be a net gain to the habitat. MITIGATION MEASURES Mitigation for allowing for all development and landscaping will be implemented twofold; 1) enhance habitat value by adding new native vegetation and 2) removing invasive species. The current planting plan utilizes 1,360 square feet of existing lawn, gravel or bare earth. The new vegetation will be monitored for 5-years with yearly maintenance and monitoring. CONSTRUCTION SCHEDULE Construction for this project is anticipated to start as soon as permits are approved. REVEGETATION PLAN The following page shows a list of proposed species to be utilized in the planting zone/critical area buffer. The critical area buffer on this property is vulnerable to salt spray. Salt tolerant species are highly recommended. Additionally, the soil type is known to be fast draining and irrigation of the plants will be vital. C3 recommends installing a sprinkler system but is not required. 00 a) 00 a C3 Habitat Corp. 10507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 i MAUPIN VEGETATION MANAGEMENT PLAN I Recommended Salt Tolerant Vegetation Common Name Pacific Madrone (tree) Salal (shrub) Pacific Rhododendron (shrub) Mock Orange (shrub) Cascade Azalea (shrub) Wax Myrtle (small tree/shrub) Western Columbine (herb) Creeping Mahonia (herb) Lewisia Cape Blanco Sedum (shrub) Coastal Strawberry (ground cover) Kinnikinnik (ground cover) Strict Weeper Alaska Cypress (tree) Scientific Name Arbutus menziesii Gautheria shallon Rhododendron macrophyllum Philadelphia lewisii Rhododendron albiflorum Myrica californica Aquilegia formosa Mahonia repens Lewisia spp. Sedum spathulifolia Fragaria chiloensis Arctostaphylos uva-ursi Chamaecyparis nootkatensis The property owner can chose a minimum of 4 varying species from this list and must total 40 plant units. Additionally, there needs to be a minimum of 4 varieties of shrub species and at least one tree species. The property owner has also included some species that may be planted: Russian sage, dahlias, petunias, geraniums, and anemones. These plants fall under the more "ornamental" class; they are allowed but do not count toward the required 40 units. Additionally, plant species can be substituted from the recommended list as long as they are native. Currently, the property owner has chosen the species highlighted in yellow. The planting area is illustrated in detail on the attached Planting Schematic. Plants are recommended to be planted between October 15th and March 15th to improve success of new growth. NON-NATIVE /INVASIVE SPECIES CONTROL The property very little invasive species inside regulated buffer; mainly English ivy. Invasive species control is an ongoing process and should become part of a yearly maintenance plan. ENGLISH IVY REMOVAL TECHNIQUE English Ivy is a Washington State Class C Noxious Weed. This weed grows year-round, has no natural predators and spreads rapidly through both vegetative reproduction. English ivy outcompetes native understory plants and can kill even large over -story species. Ivy grows up trunks shading out foliage and causing trees to become top-heavy and more likely to blow down. The very shallow rooted ivy can also hide erosion problems and cause slopes to fail when precipitation -laden ivy mats become too heavy for the roots to hold. Ivy berries are toxic if consumed in large quantities and contact with ivy sap can irritate the skin. As with all weeds, proper maintenance of a site following control to remove new ivy individuals is crucial to prevent re -infestation. Ivy flowers and fruits predominantly on vertical vines, so prioritize removing ivy from trees. C3 Habitat Corp. 1.0507 W Belfair Valley Rd. Bremerton WA 98312 Phone 360.277.4354 Fax 800.756.0996 IMAUPIN VEGETATION MANAGEMENT PLAN] 1. Cut through vines at shoulder height and slightly above ground level to remove ivy from the trunk, then clear 6-feet from the base of the tree on all sides. 2. In areas devoid of desirable vegetation, chop through ivy roots with a sharp spade in a line and then peel back the mat of vegetation into a large ivy roll. Attempt to retain existing native vegetation as much as possible by clearing ivy surrounding desirables first. 3. Weed wrenches can be used to remove especially large root masses or roots around the base of trees. 4. Follow up ivy removal with thick mulch to minimize soil erosion and re -sprouting or new ivy individuals. PERFORMANCE BOND SURETY Based on the plants chosen and averaging the retail costs for plant materials and installation, the total cost for plant material is $176.00. Installation labor is averaged at $3.00/plant install which includes mulch and totals $120.00. Surety bonds are 150 percent of material and labor for a grand total of $444.00. This is subject to change based on actual materials used for planting. CONTINGENCY PLAN If the monitoring results indicate that any of the performance standards are not being met, it may be necessary to implement a Contingency Plan. Careful attention to maintenance is essential to ensure that problems do not arise. Should any part of the site fail to meet the success criteria, a Contingency Plan will be developed and implemented with the lead regulatory agency. Such plans are prepared on a case -by -case basis to reflect the failed mitigation characteristics. RESPONSIBLE PARTIES Applicant: Applicant Representative: Christy Christensen — C3 Habitat Corp Attached: Planting Schematic Karen and Willard Maupin 4610 Marine View Place Bremerton, WA 98312 C3 Habitat Corporation Christy Christensen (Project Biologist) 10507 W Belfair Valley Road Bremerton, WA 98312 (360) 2774354 C3 Habitat Corp. 10507 W Belfair Valley Rd. 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AD,U5T CRALL $PACE VENTS TO 5E 0' MNP�TA1 AMY FROM NOLDCUN$ INN • 4. f M•w•• 41•y6 mau M F LHF arPaTN E•s4• 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTTOM SNDAND PLATE SILLSILL PLATE ATTACHMENT BLOCKING RIM IOWTOR APA RATED NAIL SIZE& SIZE BLOCK Ad1Y LABEL SHGTHING(1 SPACED ADJOININGCONNECTION EISMIC/YON Y)(4)(14)(2 EDGES(4)(5) EDGFS(3X8) i070P RATE ANCHOR BOLT 2LACEMENT OF (16x18) (7)(8) �NBE� TO CONCRETE ME OF PLATT BELOW(10) ANCHOR WASHER (B) (20) OPTION (f9j 7/18. ON Bd 06. O.C. 2x 16d 040O.0 Sad 06. O.C. 8. 060. MC 63. O.C. CENTER 240/335 WI ONE SIDE 7/185OS9 Po04.OA 3x LTP4032* S6d@4.0.0 /80048'O.0 36.OF. Ur FROM 360/440 ONESIDE O.C. SHEATHING Q 7/18'OSB 8d 03. O.C. 3a LTP40fY O.C. (2)ROWS1W @B•0.0 5/8.038'0 28.O.C. 1/Y FROM SHEATHING 450/7W ONESIDE 7/18. OSB ad 02. O.C. 31 LTP408. D.C.(2) ROWS 15d 5/80 032. 0. 22. O.C. S/Y FROM SHEATHING 550/820 ONESIDE 04. O.C. 130OR 6/8•1SvG Bd@7'Pe 2a 6d COOLER0 SBd08'•.G 5'0802a 80'•.c CENTER 76/146 SIDE Sad 01. O.C. 4-1/2' 7/SB• 0511 B4 @3. O.C. 3a LTP4@8. O.C. SLTP6012' /8.O SB•O.0 fY O.C. WASHER 900/1/80 BOTH SIDES 0.0 REQUIRED City of Breme; on DEC 3 0 2013 Department of om_Imir�ty Development SIMP50N STEEL AND ACHED TO THE WALL ND UNDERSTAND THE LT INFORMATION BRING ELEMENT5 OF STRUCTION5 ARE NOT TRONG TIE CATALOG 1 >vIDE, UPON REQUEST, EFORE THE G ELEMENTS OF THE SEMBLIES. TO iE CALL 1 00) IDE NAME, PROJECT �tATION. YOU MAY Durn@strongtie.com. SCNEDULINCI. �I a •MwINF'•M AmMfoNESAwYq Ce•0•dC•aorB�Ow 44 SHEARWALL NOTES: (S) NSTALL PANEl3 HOflDOMALLY Ofl VETOMALLV-00 NOT BREAK AT RIM UNLESS STRUCTURAL RIM AILST. (2) WHERESxUIHING IS APPLIED ON BORISID60F WALL, PANEL EDGE JOINTS ON 2%iPAMINO SHALL BE STAGGERED SOl01N75 ON THE OPPOSITE BUk-BARE NOT LOCATED ON THE SAME SI1A6. (3) BIOCNWO R REQUIRED AT ALL PANEL EDGE (Q PROWDE SHEARWALL SHEATHING AND NAllM FOR THE ENTIRE LENGTH OF THE WADS INDICTED ON THE BANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BOLDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DF5ICSUTED ON THE PLANS, SEE PUNS FOR HOIDONM REQUIREMENTS, (6) SNFATHNG EDGE NAILING 5 REQUIRED AT ALL HOLDOWN POSTS, (8) NTFAMEDUTE FRAMING 10 BE WRH'!)(MINMUM MEMBERS. FIELD NAILING f5 SY O.O INU55 NOTED OIHFILWISE (7) BA.SFD ON 0.131' x 1.1/2' LORD NAILS USED 70 ATTACH FRAAR!(E CLIPS DIRECTLY TO FRAMING. USE 0131' a 2-]/2' LONG NAILS WHEN NMUNG THROUGH SHGTHINO, USE A350fl RBC CUPS IN LIEU OF UPS FOR ROOF BLDCNNO TO TOPPUTS (8) SBd@!•O.C.7YP.IINUSS NOTED OIlEAW4E (B) WHEAEpUTEATTACHMENiS SPEgFY(2)ROWS OF NAILS, PROVIDE DOUBLE R)NT,RM OR EQUAL. ATTACH PER DETuIs. (SO) ANCHOR BOLTS SHALL BE PRONGED WITH STEEL RATE WASHERS %' x3• a 301 EMBED ANCHORS A MINIMUM OF 7' NTO THE CONCRETE MAX 1/Y FROM SHEATHING SIDE (11) PRFSSUflE7RGiED MATERIALS CAN CAUSE IXCFSSNECORROBNH/NTHE FA8TFlEIL5. PROVIDE HOT-0IPPm GALVAMIEO (FLECTRO PLATING NOT PERMITTED) NALS AND CONNECTOR PU76 (FOAMING ANGLE, ETC.) FOR ALL CONNECTIXiS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NQT USED. (13) � •PLYWOOD SHEATHING MAYBE USED IN PLACE OFTHE %'O58 SHEATHING PROVIDED THAT ALL STUD SPAgNG IS 18' O.C. MAX. (14) WHERE WOOD SHUTHING(W)6APPUED OVER GYPSUTA SHEATHING (G)COMACTTHE ENGINEER OF RECORD FOP ALTERNATE NAILING REQUIREMENTS. (1� ATADX)ININO PANEL EDGES, 1212%STUDS NALLID TOGETHER MAY BE USED 700EMEA IN PLACE OF A SWOLE3X SND. DOUBLE 2X SN0.5 MAY BE CONNECTED TOGETHER BY NMING WITH 30 LONG NMLSSPACm CON561F7lRV WRN RATE NAlJNO. (18) COMACTTHE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES 70 CAST IN PUCE ANCHOR BOLTS (IxSPECnON /MY BE REWIflm) (17) NOT USm (>B) NOT USED (19) EDGE OF RATE WASHER A MAXIMUM OF 1/Y FROM THE SHEATHED SIDE OFTHE SHEAR WA (20) LRETye• GWB FOR SW6 "ME SPECIFIED EO DESIGNER, (21)SHEARWALL DFSgNAIED WITH AN A57FAISN (*) MAY BESNUTHm WITH T/SB SMART PANEL OF16/SB HAROIE PANdv3) ANCHOR BOLTS LMIN I INSTRUCTIONS HOLD DOWN SCHEDULE SMPSON PRODUCT MOOFI CAPACTIYI FASTENERS NAILS SCREWS HDU2-221b1 N/A 8)SDS : x 'TO (2)SN SSIB18 LINO HDU6-4066• WA (SQSDS .'A � TO (2) SB6/Br24 IRO HOUR-HF MEMBER 686W HOUR-DF MEMBER 7870E N/A (20)5118�`A 2y'TO (3) STUDS MIN. 55182E OR 587/B'Y24 HOLD DOWN NOTES: (1) INSTALL ALLSHEM ANCHORS PER MANUFACTURER (2) ALL METAL CONNECTORS COMNG N CONTACT WRH PflE55URETREATED WOOD SHALL BE SIMPSON Z-MIU(',TRIPIE LNC COATED, OR HOT DIPPED GALVAN® FOR CORROSION PROTE (3) SUBSTTMION WFlH NONSIMPSON ANCHORS WITH ENOINFFIL'S APPROVAL (1) SMDUflI INSTALURON AT RIM JOIST LOCATIONS ONLY (Rl-RIM JUST) (5) HDD2 MAY BE OSED IN PUCE OF SD1010/511D10R1 (8) HDUb 1MY BE USED IN PLACE OF SMOSI/STID1ARl 13 LATERAL EN( C:RAVITY LO, CBEAMS, FOUNDA dCsINEERINCs ETC.) BY OTHERS O Q O O 2 REVIEWED BY ,ffN SCALE N.TS. TECHNICIAN JG SHEET L1 F 5 SHEETS R 43 2012 IBC LATERAL ENGINEERING FOR: D LANE HOMES PLAN: MAULPIN RESIDENCE SINGLE SITE: 413 SHORE DR SITE CRITERIA DESIGN WWO WNB OBCJSEISMIC SAIL SOILPRO RSN SLOPE SPECIALSTTE GEOTECH SEISMIC SEISMIC MULTIPLE ROOFSNOW SPEED FJ(POSURE CATEGORY PER CONOTIIONS RFPOHf PER SPECTRAL SPECTRAL SITES LOAD (MPH) CATEGORY OWNER PEROWNER OWNER RESPONSE 51 ftFSPoNSEb 30 PSF 110 MPH C D D II <15% NONE NONE 0.60g 1,409 NO LATERAL ENCTINEERINCT ONLY GRAVITY LOAD ENGINEERING CREAMS, FOUNDATION, ETC.) BY OTHERS UPfi �1� FLOOR LJ4T�RAL ENC�IN��RINC� DO NOT SCALEEII/4'=17 5Fg.4TH ALLEXiEPoOR LLW15LNLESS NOTED Oi1EPoU5E. Fr 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTTOM STUD AND PLATE SILL RATEATTACHMENT BLOCKING RIM JOIST OR ATTACHMENT APA RATED NAILSIZES Sam BLOCK AC"( LABEL SHEATHCNG(1 SPACED ADJOINING CONNECTION E15MIC/VAN 2)(p I14)(2 EDGES (Q (6) EDGES 19X8J TO TOP RATE ANCHOR BOLE CEMENT OF (CIS) (7)(8) NATUNGTO TO CONCRETE MASAPAZ EDGE OF PLATE WOOD BELOW BELOW BELOW(1D) ANCHOR WASHER (9) (20) OPTION (A 7/SB'OSED 8406. O.C. 'h 16d04.O.0 18d 06. D.C. 8.0 SO'O.0 53'0.0, CENTER 240/335 63 ONESIDE 7/1800SB Bd 04. O.C. 3a LTP403Y O.C. 16d 04. O.G 8.048. O.0 36'O.C. 1/2'FROM SHEATHING 350/440 N2 ONESIDE 7/� Bd@3. O.C. 3a LTP4O SY I2)ROY51Bd r�B. 038'0.. 28. O.C. 1/Y FROM �BnPO Ei8 ONE SIDE O.C. OH•O.G SHEATHING 7/]e'OSB Sd02. O.C. 3x LTP40 W O.C.(2) ROWS 180 6/8103200. 22. O.C. 1/Y EROM ERO/B20 C•f ONESIDE IT4. O.C. SHEATHING 7/�• OR 5/8•GWB ONE B00Twe 2x Bd COOLER O SCd08'ac. 8.080'a 80'•.0 CENTER 76/146 SIDE P•� ied04. O.G 4-1/Y 7/18, OSB ed 03'O.G 3a LTP40B'O.G 6LTP5012' /8•@18.O.0 fY O.G WASHER 900/1460 BOTH SIDES O.D, REQUIRED SHEARWALL NOTES: (1) NSTALL PANELS HORIZONTALLY OR VERTICALLY- DO NOT BREAK ATRIM UNLESS STRUCTURAL RIM JOIST. (2) WHERESHGTHINO IS APPLIED ON BOTH SIDES OF WALL, PANEL MOE JOINTS ON 2X FRAMING SHALL BE STAGGERER SO DINTS ON THE OPPOSITE SKIES ARE NOT LOCATED ON THE SAME STUD& (3) BLOCKING S REQUIRED AT ALL PANEL EDGES (4) P110VIOESHLARWALL SHEATHING AND RAILING FOR THE ENTIRE LENEOTH OF THE WALLS INDICATED ON THE PLANS ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BOLDING, CORRIDOR$ WINDOWS, OR DOORWAYS OR AS CREMATED ON THE PLANS. SEE PLANS FOR HOEDOWN REQUIREMENTS, (67 SHEATHWO EDGE NAILING IS REQUIRED AT ALL HOLDOW N POSTS (8) NIFIIMFDUITE FRAMING TO BE WITH 2X MINIMUM MEMBER& FIELD KULING IS 12' O.C. UNLESS NOTED OTIERMSE (7) BASED ON 0.131' a 1-1/2' LONG RAILS USED i0 ATTACH FIIA/AN0 CUPS DIRECTLY TO FRAMING. usEAi3S' x 2-1/2• LONG NMlS WHEN NAILING THROUGH SHEATHING. USE A35 OR BBC CUPS IN LIEU OF LIPS FOR ROOF BIDq(WG TO7DP PLATE (e) 1Bd 04. O.G7YP. UNLESS NOTED OTHERWISE (9) WHEREPLAIE ATTACHMENTS SPECIFY(2)ROWS OF NMIS, PROVIDE DOUBLE JOIST, RIM OR EQUAL ATTACH PER DRMIS (!O) ANCHOR BOLTS SHALL BE PROVIDER WITH STEEL PLATE WASHERS �' x3' a 3', EMBED ANCHORS A MINIMUM OF CONgTETE MAX S/Y FROM SHEATHING SIDE (11) PRESSURETREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS PROVIDE HOT -DIPPED GALVAMIEO (E1ECRi0 PLATING NOT PERMITTED) NALS AND CONNECTOR PLATES (FRAMING ANGLES, ETD) FOR ALL CONNECfONS IN COMTACTWITH PRESSURE MUTED FRAMING MEMBERS. (1?) NOi USED. 113) •PL.YNV00 SHEATHING MAYBE USED IN PLACE OFTHE%' OSB SHEATHING PROVIDEDTHATALL STUD SPAgNG S 18.O.G MAIL 41 (11) WHERE WOOD SHEATHNG(W) IS APPLIED OVER GYPSUM SHEATHING(G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NMLING REQUIREMENTS. (]U] ATAODINING PANEL EDGES (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN RACE OFA SINGLE 3X END. DOIIBIE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 30 LONG NMLSSPACED CONSISTENTLY WffH PLATE RAUNO. (18) CONTACT iFE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLTAL777TNATNF570 LASE IN RACE ANCHOI BDLiS ONSPECTION MAYBE REQUIRED) (17J NOT USED (1BJ NOT USED (19) EDGE OF RATE WASHER A MAXIMUM OF 1/Y FROM THESHLATHER SIDE OFTHESIEM WALL (20J LSE 5/8• GWB FOR SWS WHERESPECIFIED BY DESIGNER. (21JSHEARWALL DFSIO AT D WITH AN ASTERISK (') MAY BESHEATHED WITH 7/10 SMART PANEL OR 5/16 HMOE PANEL HOLD DOWN SCHEDULE MEEEET SWTPSON Pfl0011Cf MODEL NUMBER (1,2 ) CAPACIIYC FASTENERS ANCHOR BDLTS NAILS SCREWS HDU2-221W WA 8)SDS ix 'TO(2)STU SSTB36 UNO HOU6-406G1 N/A (14)SDS xY i TO(2) SB5/S.24 LINO HDVB-NF MDABER 566" HDUB-DF MFA1BER 787D• N/A (20)SDS Y.•x 2Y' TO STUDSMUL SSFR28 OR 58 7/8W4 UNO XDU14-1IXi05► WA (36}SDS a"x 'TO BX6 PER PLAN SwD10/SwD10H1.14360 (2)STUDS W/(24)IN N/A WA STHD14/SEHD14R1.3600• (2)6N0.SW/(30)16d WA WA 11Y w0lE1NOTH+CLEAR SPAN-CSll-2490F (18)Bd EACH SIDE WA WA MSTG883 (2)STUDS W/(38)IN HOLD DOWN NOTES: (i) INSTALLALLSHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL MEFAL bDNNEC171R5 CO/ANG N CONTACT WRH PRESSURETHLATEO WOOD SHALL BE SIMP50N 2AU%', THIPIE ZINC COATED, OR HOT DIPPER GALYAN® FOfl CORROSION PILOT (3) SUSSfIMION WITH NONSIMPSON ANCHORS WON ENGINEERS APPROVAL (4) STHD14TU UISFALIATION AT RIM JOIST LOCATIONS ONLY IflNRM JDLSQ (5) HDU2IMY BE USED N RACE OF ST1D10/STDIORJ (8) HOU6 MAYBE USED N PLACE OF STHDAISTD14R1 ��• 37886 �Jr'I �FG1S"CE��� �S'Sj�NAL �lyC UNLESS O_ K Q O O Z REVIEWED BY �H DATE IO-II.13 SCALE N.iS. TECHNICVIN JG SHEET L2 OF 5 SHE TS NUMBER 13ID143 Al INC. J1 COPYRIGHT©2013 HOTXaE o`TGItgERIHt:+, 00 NOT ACCEPT OR F MI ORIGINAL REDo W SEAL 5 1 0 (D Om STAGGER SHEATHING I/S' GAP REQUIRED 2 OI END LENGTH . IB' aO BETWEEN SHEETS C O FROVIM INIMIMUM 1-5/8' TM (D�O END DISTANCE O Sd NAILS a 6' O.C. AT BIND BLOCKING' sVEATHWS BREAK 3 Win: 3 is TM 0 (IB) 8d NAILS M EACH END n O EXTEND WALL SHEATHING �V O 70 TOP OF DOUBLE TOP 000 00 ELATE oopr ® SMP50N HI (UNO) ll HUR ICAE TIE TYPICAL0EACH T1�f55A2AFTER TO TOP ELATE INTER5ECTION Z 0 O O pLAN ROOF SHEATHING 2 FOR NAIL W/ 8d a 6 OL. 3 2 OO PANEL EDGES AND 11 O.C. a 2 M FIELD �, iE{p9I (2)C514'S C514jEj}i lK 3 / © SHEATH ALL GABLE ENDS 32j p '•niir O W(2)ShcL BIRD NAILS BLOCKING iia 51MPSON GS14 STRAP DETAIL D1 D1 ROOF SHEATHING ��� ppp® O 4X4 HOST UNO. 4 3 S P05T COId✓£CTION: 6 03V FELT EA. COURSE IbcI 0$5 SHEATHING UIlLO, .� , (DWA6da 6' OL. UTo RIM NO, 11 2 O OUT TOP PLATE OR DROP PF.T, POSTS RGN SOIL P LESS THAN S' O �GUSSE IL5�d5 SIDEGR£E 2X4 R��5 ® O 3/4 TKa TO R M:# 8H BEAM DO NOT CUT BEMs O Sd a 6' O.C. ■■ �eI H 4' TALL POST CON ECTICN: LATERAL BRACE U4A6d J5Tsi BLOWN-M INSUL d �i 2 3 O O DOUBLE TOP PLATE O GUSSET ONE SIDE ONLY ® G1J6$ET a GIRDER SPLICE I (FER ARCH) IR' C40 OO 2X OR MFR FLOOR J015T U SPi'SCW STIR STRAP TIE _ WIDTH OF POST UV (5wd FULL DEPTH GUSSET EACH O CEILING O SIDE MAO& MIN 4X6 POST OGJ. GUTTER ON I � ® RIM To OL. UAO. •, TE UUlbd � � UV(W) IDd OR DROP BEAM FASCIA (PER PLAN) WV CONTINU05 TOP PLATE O 3/4'T1G &HFLOOR Bd NAIL STRAPS MAY BE PLACED ON O AND GLUE TO JOISTS. O JOIST TO TOP PLATE SIDE OF TOP PLATE b' OL, a PANEL ECGEtl )SIDIN'G (PER ARCH) 2 (3) 8d TCENAILED ® lb116d NAILS I2' O.C. FIELD NAILING 1 TY EK? 1 PAPER (OR © SHEATHING TO STUD � O 4 BLOCK ALL BEARINGS O TYVEK) AN) S b W 02Ai SEE SCHEDULE WALL PC © O (2) Ibd NAILS a Ib' OL. (PER PLR)!) .C. 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M Ibd THRJ NAIL TYP (3) _ M I� 3 16d THRI NAIL FOR SUNG 1 Q 1x BLCCYJIY CENTERED ON W O (2) Ibd NAILS a 16' cc INTO © _ 3 DOUBLE TOP PLATE PILL C 4 STUDS 4 ' SW4 SHEAR WALLS I DEPTH J �• —III= II 2X6 PT MJD SILL WITH 3 2 4 SIhtP50N 5T6236 MAY BE _ ANCHOR BOLTS PER ® SIhH�60 ASU SHEAR REQUIRED 14 O USED M LIEU CF NAILING AS —III— SEEM WALL TABLE 4 FOR $, / SUB SHEAR m NDICATEDMOT SHOWN FOR (MIN OF 2 PER PLATEN WIN �j• WALLS. (2) SHEAR J ALI AT CLARITY) Im tl' CF ANY CORER)MIN 5' O (STsugAGGER / ER SHEAR 4 SIDE �� EDGE (STAGGER AT EACH SIDE o OF BLOCKING) .' �} , 12 CRAIA. SPACE BUILDING SLAB OJ GRADE a'71ON O NTERIOR SHEAR AILING 11 SHEATHIM PER (ODE 2012 IBC NOTE: PLATE SPLICE D .. D O SECTION VIEW OVERALL PERSPECTIVE FLAN WIND AFPLES WHEN NO OTHER p EXP. C II¢i'iPHN SPLICE 15 INDICATED. D p I4 DROPPED FLOOR JOISTS SEISMICDESIGN P.T. 2x12 W LEDGER W/ 14 WSW 1 AB 024 x EPDXY CATEGORY D I3 W/ SVPSGI SET. LU$210 RGOF SNOW IZ 8 JOIST HANGER (UNA 6 3 LOAD PSF PLATE SPLICE Dl P05T TO SUEsFLOOR GIRDER CONNECTION Dl SHEAR WALL NAILING 4 QUILDING 5EGTION Dl INTERIOR SNEARUJALL TO PERPENDICULAR JOISTS ABOvE W ETNEWED BY ID WALL FRAMING JEW 13 Q HDUS UV (20)1/4'M-U23 9 O MST60 OR (2) C514 DATE 10 -B 605 SCREUG (EITHER SIDE OI BETWEEN PONY WALL/ WALL SCALE 6 OFR SPECIFICATIONS. CATIL PER ALLO INSTALLED WALL COOLER ID V1' MIN FROM CORER O ABOVE LLFEN FC/AAATIO•! N.TECHNICIAN HOLD DOWN SPECIFIED 2 SMiP5CNI SSTB28 ANCHOR 4 NAILS a S' 00. OR TYPE JG © O SAU SCREWS a I6' OA. O ONE •4 REBM W SHEAR Q INFER£ FOOTING SECTION . BOLT LW COUPLER NUT. COE (It' MMIMl1 f�BA COUPLER NOT REOUIRED W/ A' IS MORE THA1L I DIRECT 66TB INSTALLATION O Ibd NAIL a 12' O.C.(UNO) LEWSTH)'FCT/gy , PROVIDE 4 CSI4. i I 2 3 4 SIDE OU �NC�E' O 4 3 30' MMINREBA LENGTH ANCO M011 ILS: • ' CHOR BOLT SPACING (Dad NAIL a 12'OL. ON ALL PER PLAN %/, , ®TOP f.) •' I �L I,_ (^`F� vr FRAMpy N47'MBERS NOT AT _ n 3 ® 5' WIDE MN STEM WALL PANEL EDGES (UNO) ® NOTE: HOLDCWNS AT _ %EAdUALL �� ® ORIENTATION OF CORER CORNER ME SPACED GRADE f2) 2X. , _ - , • N O NAILIHYa PER PLAN STUD MAY VARY © © a -I/1' PROM EDGE SPACE : a °•' O 6 PER PLR: d o V!' WEN 2x IS FLAT. ° a b. ® Q F- © (3)22x6 OF • 2 POST UNO. O Sd NAIL a 6' O.C. ALL 2 �,q BIDi4 FRAMING MEMEIER5 A7 3 O CLEAR SPAN h' MAXIMUM. POND LI�SHETO MAT 1 OI2' BUCKCIfT FOR 557B2B PANEL EDGES 1 U' OL. FOR TYPE RJ HOEDOWN 'g' (7 5F2 ILyvca TO MAT ;wi�7 / 4. .8 INSIDE CORER 2 ON ALLFRAI'11NG MEMBERS �. _ ri ^ O' FOR NON RJ HOLDOINS a �Jql, . U• y>� �" :.Z•° ®•4 REBA. SPACING PER NOT AT PANEL EDGES ,• 7 _'`l,, 2 FOWDATIOJ DESKN O 4'TG*C.HIY UA4L4j 3 j?/ Y Yi^„ © caI4i ESSICN BLOCKING ytf' © Sd NAIL a 6' OL. (ALL P7OO ENGREE ICI ' FOR STRIP FOOTING PANEL EDGESXUNO) • DITI (5)FOR THICKEN 4 BUILDER TO DETER'1ME A ° - .. O, c FOOTINGS AT ALL H D 6 I IF STHD OR STHDRU 15 MM O ENDU HOLD LOCATICNS(NOT SHON I AFi-120PRIATE. II •'; a, 8 FOR CLARITY) STHD 5THDRJ , LIEU c STRAPS coPYRIGEIr©2013 6 3 OUTSIDE CORER DETAIL 9 % 4 DO NOT AHODGE CCEPT FOR PEWIT 13k rk4ldl 11ctto G/l/ tIA Ir c/ hIY IIIAI I CG AMINI/ Ili WLESS AN ORIGINAL RED eEAL NDUS TO FOUNDATION CONNECTION 26 22 18 I 14 IO FACE OF FOOTING B SITE PLAN, STRUCTURE LOCATION, GEOTECHdJICAL REPORT AND SITE WOW ARE THE RE5PON5181LITY OF THE BUILDER O TOP OF SLOPE AND CIVIL)GEOTECFNICAL ENGINEER H/3 BUT Z IODWBLE TOP PLATE ASS A GEOTECHNICAL REPORT 15 FRONDED TO O EXCEED 40E MAX (� OZ mom HEADER PER PLAN HODGE ENGMEERNG THE BEARING SOILS ARE ASaMED TO BE I50m P$F, WHEN PROVIDED FOLLOW ALL DIRECTION ® TOE OF SLOPE 5 O KING sTUD OF THE GEOTECMllCAL REPORT. EX EE NEED NOT \rram^, EXCEED 6'MAx GDOZILE JACK O� O� �J 3 OPENINGS OVER 6'.SINGLE FOR©FACE GP sTfdlCTUf�'E FOR UNDER 6' UND. 2 T c; T O2m' Cs STRAP HEADER TO JACK STUD EACH END 6 5 O Q 2 ©(4) 8d END NAILS Q SsP Sw TO Mmsu-OR 4 s � jfii SHEATHING NAILED AT 3' �e' 7G 6 a TO 111D51LL, 3 N 11212 jlaw ®CS ABOVE PER PLAN 2 2 l;§gill 8 €B a11611 26 22 18 14 D2 D2 G5 STRAP TO OPENING BELOW D2 FOUNDATION CLEARANCE FROM SLOPES D2 27 23 1� 15 sY oil © (DPLYWOOD a)BFLOOR 5 O Q Q O NAILPJCs PER PLAN O O DDOJOIST UBLLE OR BEAM RPLAN (�}� 'C 'C QI FLOOR JOIST �•� �0 \ �0 \ 0 4 © DBL 2Xb STUD G © 0514 STRAP 36' MN b� (0 WHEN ON PLAN N S MIS, MIN 6 ® NAIL SHEATHING TO BEAM. DO NOT BREAK SHEATHINGSTRAP TO JOIST CONNECTION 27 23 19 15 W D2 D2 D2 SHEARUTALL AT SEAM D2 V O cd 28 24 20 16 cd IO PARALLEL TO EXISTING 0 EXISTING USE: (2) 04 REBAR 10' IN NEW LEN3TH. b' EMBED LINO, v/ W ; PERPENDICULAR TO W � EXISTING USE: (2) 04 REBAR 12 Q Z 12' IN LENGTH WITH (2'ii O O EMBED UNO. (4' INTO 6' STEM) Z F OO O EPDXY SET W/ SIMP'SON L r W SET OR AT, I-U2' COVER J qT 2 O��J 00PE'ICULAR AT ALL LOCATIONS W '09 (a) FOLLOW ALL M H Q m US RISDICOX REQ FOR C NEWUSE CF EPDXY G ® REBAR TO HAVE 3' MRmom CONCRETE COVER FROM BUILDING BOTTOM AND 2' AT SIDES CODE 2012 IBC C) (2) WIND EXP. C IIOMPH 4 ° SEISMIC DESIGN CATEGORY D PARALLEL RGOF SNOW 28 2 261�� LOAD 30 PSF 112 D2 D2 EXISTING FOUNDATION CONNECTION 29 25 21 17 , o TE �BY EH Im-II-B ® SCALE IO 2X SOLE PLATE TO TECHNICIAN © I W/Ibd . b' OL. UFNiO..,.r. too 3/4 T43 TO Z 32xoR 'fit . r.`�, 1(,bd ASH a 4, 'RF�UD:-S W00B NUMB 5 0 1) .� TS PER PLAN tot Ir .r � � �i \ �i. `� ,' �, ' SEE SHEAPoUALL TABLE FOR ADDITCNAL NAILING COPYRIGHT©7mt3 2 25 21 17 DoW'NOiEA�F�Pmj3jIT D2 D2 D2 D2 WLE88 AN ORIGHAL FED 8EAL PECK LEDGER CONNECTION 1. GENERAL STRUCTURAL NOTES ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES, THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION, AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK, AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES, ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER, WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY LL DE AT THE GENERAL CONTRACT R'S RISK. THE ENERAL CONTRACTOR SHALL VERIFY SHA BE DON 0 G AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED, THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2012 INTERNATIONAL BUILDING CODE(IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE d607A MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATFNS WrrHWISFORAGE(UNINHABRABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND NAND RAILS 200 PSF GUARD RAIL INFlLL COMPONENTS 60 PSF PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES WIND: IBC METHOD SSIMPLIFIED PROCEDURE PER ASCE 7-10. SEISMIC: SEISMIC IMPORTANCE FACTOR, le = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-10 TAC. 1-1- 11 SITE CLASS PER TABLE 1613,5,2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL HODGE ENGINEERING IS NOTA GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION, IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT, PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1600 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW, AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (Fc=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL MAXIMUM SIZE OF ROCK 4", ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF ITS MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557, WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). 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 BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITEGRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRG(R401.3) EXPANSIVE SOILS SHALL BE REMOVED, FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. N0. SIEVE 2/3 MAX, IN200 PASSING U.S. NO, i SEIVE 4. CONCRETE CONCRETE WALLS EXCEEDING WIN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJ ECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE SSHEETS (IBC 2304, 12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS, CONCRETE SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94, MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR T HE BEARING STRENGTH SPECIFIED. L THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS WEATHER N E ACTORS TEMPERATURE, REBAR CONGESTION, ALL OTHER RF REQUIRED TO PROVIDE A STRUCTURALLY UC URALLY SOUND AND ACCEPTABLE FINISHED PRODUCT, WATER REDUCING ADMIXTURES MAY BE USED TO MEET TH ESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5", ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED, WATER: SHALL BE CLEAN AND POTABLE MAX MIN. ITEM DESIGN PC(PSQ MAX W/C MIN.(2) AGGREGATE NOTES CEMENNTOUS RATIO FLYASH(PCY) SITE (IN)(1)MATERIAL 54GKS/YARO FOUNDATIONS 250002813AYS 0.45 3/4 &1/2 STENEWALLS 3000028 DAYS 0.45 100 3/4 5-1/2 SLAB ON GRADE 3000028 DAYS 0,45 IN 3/4 &1/2 CONCRETEFIUME 25DO028 DAYS 0.45 d00 3/4 61/2 PROVIDE 3000 PSI D 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT, REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR 85 AND LARGER. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907), CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND AA85, LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN, CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M,B,): ASTM A-307, GRADE ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON •COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PFN7Y1YElfMR DMMETER (INJ LENGTH (IN.) Sd 0.131 24/2 SOd 0,148 3 i8d 0.182 3-1/2 2W am 4 FASTENERTYPE DMMETERON.) LENOTHON.) EQUIVALENT SPACING ONJ Rd CGMMON WIRE 0.131 2-1/2 6 4 3 Rd WIPPED GALV.80X" 0.131 2-1/2 6 4 3 Bd SHINY BOX" 0.113 2-1/2 4-1/2 3 2.1/2 12 GA. STAPLES 0.1066 1-7/11• 6 G1/2 4 14 CA. STAPLES 0.080 1.1/2* 6 4 3 15 GA, STAPLES 0,072 1-1/2* 6 3 2.1/2 SOd COMMON WIRE D148 3 6 4 3 10d"HOTDIPPEDGALV. HOX am 3 8 4 3 10d"SHINY BOX" 0.131 3 NJ2 3 2-3/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CD)) OR ORIENTED STRAND BOARD (OSB), PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PSI-95 AND/OR PS2-92, ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY, SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE GLUE -LAMINATED MEMBERS: PER ANSVAITC A190.1, MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8Xi0A6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP, SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO.2 (Fb=900 PSI, Fv=180 PSI) OR •HEM -FIR• NO. 1 (Fb=975 PSI, Fv-160 PSI) 2, 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=1000 PSI) 3, EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO. 2 4, INTERIOR NON -BEARING STUD WALLS. °HEM -FIR" NO. 2 STUD GRADE 5, 2X & 3X T&G DECK NG:'D0UG FIR -LARCH° COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS, MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6.ON CENTER STAGGERED, ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS, ALL BEARING WALLS OVER IG' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE in T&G COX GLUED AND NAILED. NAILING SHALL BE 8d ®6" O.C. ALONG PANEL EDGES, AND I? "OC INFIELD. STAGGER END 1• Z• 8d 6. O.C. ALONG PANEL ROOFS BE COX OR OSB NAILED WITH LAPS. SHEATHING SHALL 2 Sa EDGES AND 12. 0.C, IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS, APPROVED MANUFACTURERS SPECIFIED TRUS1015T BOISE CASCADE LOULSIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2X TIMBERSTRAND 2XGANGLAM 2x SCL Fb-1700 PSI Fbw2260 PSI E-1300 KSI E=1500 KSI Fv-400 PSI Fv-275 PSI 13/40 PAMLLAM 13/4` VERSALAM 13/40 LP LVL 13/48 NIGLDLAM 13/4• "-LAM 13/40 SCL Fbw2900 PSI Fb=2800 PSI Fb=29W PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E-2DDO KSI E"2000 KSI E=2000 KSI Ew2000 KSI F"290 PSI Fv"285 PSI F"290 PSI Fv-288 PSI Fv"286 PSI 3-1/28 PARALLAM 3-1/2' VERSALAM 3-1/2' LP LVL 3-1/28RIGIGLAM 27LY G-P4AM* 34/2"SCL FbN29OO PSI Fb"3100 PSI Fb•2950 PSI 17 -2900 PSI Fb-3100 PSI Ew2000 KSI E"2DD0 KSI Ew2000 KS( E=2000 KSI Ew20GO KSI Fv-290 PSI Fv-285 PSI Fv-290 PSI F-285 PSI Fv485 PSI 51/4"PAMLLAM 5.1/41VERSALAM S1/40LP LVL G1/40RIGIDLAM 3PLY G00 M• 51/4" SOL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb-3100 P51 E-20DO KSI Ew2000 KSI E=2000 KSI E=2DOO M E2000 KSI Fv=290 PSI Fv-285 PSI Fv 90 PSI F"295 PSI Fv 85 PSI 70 PAMLIAM T VERSALAM 7" LP LVL 7" RIGIDIAM 4PLYG44AM* Fb-2900 PSI Fb"3100 PSI Fb=2960 PSI Fb=29DO PSI Fbn3100 PSI 7, SOL E=2000 KSI E=2000 KSI E=2000 NEI Ew2000 NEI Ew2DDO KSI Fv-290 PSI Fv285 PSI Fv290 PSI Fv-2&S PSI FY=285 PSI RIMBOARO OR APA/ EWS PERFORMANCE RATED RIM(PRR401) 1.1/8" MINIMUM THICKNESS RIM JOIST • • CONNECT MULTW LY MEMBERS PER MANUFACTURERS RECOMMENDATIONS - LSLb MAY BE USED IN PUCE OF LVLS WHEN SPECIFIED - (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 81NCHES FROM EXPOSED EARTH, SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6INCHES, POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. CONNECTORS& pPPIJGIION SPECIFIED MATERIAL TREATMENT 7REATMENT(1) FASTFNES(2X3) NDATION SILL TES & SBX GALV (G80) ���LAO 2X. 4X, GX OR CIULAM ACQ, CBA,G GALV(GSB5) NCRETE OR (FIR) NRY WA115 (4) ACQ, CM,CA GALV(GINS) [FMMINOtDECKING,2X,&AIX(FIR) & 4X (BEGAN) NONE OALV (G90) S & LEDGFJTS2X, BX OR GWLAM(FIR) AO%CFJA,G GALV IANDCOLU BX ORGWUM ( ) NONE DALY (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SI MPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G601 G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A163 FOR FASTENERS, MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER, GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY, HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20%SOLUTION OF COPPER NAPHTHENATE, BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1./32%TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER, PROVIDE CUF WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD, PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION, DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS, USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN z THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. FRAMING LUMBER: POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT, USE 12" CS-14 UNLESS BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY NOTED OTHERWISE. ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES, FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION MET ER OR TRUSSTOTOP PLATE TOENAIL & CONNECTOR (3)8d&H3(UN.OJ 024"0.0. CEILING JOIST TO TOP PLATE TOE MIL (3) IN! CEILING JOIST TO PARALLEL RAFTER FACE RAIL (3)180 CEILING JOIST: LAP OVER PARRIgN FACE NAIL (3)16d COLLARTE FACE MIL (3)im BLOCNINGRIRAFTER TOENAIL (3)86 RIM BOARD TO RAFTER ENO NAIL (2) IM TOP PLATE TO TOP PLATE FACE MIL (2)1600IV O.0. TOP PLATE OR/IERSECTIONS FACE NAIL (4)d6d TOP PLATE LAP FACE MIL (8)SBd STUD TO STUD FACE NAIL (x ) i6d0240O.C. NEATEN TO HEADER FACE MIL 16d 016" O.C. EACH EDGE TOP OR BOTTOM PLATETOSTLD ENO NAIL (2)IN STUD TO SOLE PLATE TOE NAIL &END NAIL (3)Bd&(2)16d BOTTOM PLATETOP FLOORJNSTAT BRACED PANEL TOE NAIL &FACE NAIL 16d 0IV O.C.&(3AW 0 JS•O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOENAIL (3)Sd BRIDGINGTOIOIST TOENAIL (2)ed EACH END BLOCKING AT JOISTS TOENAIL (3)8d BLOCKING T070P PLATE TOENAIL (3)Bd RULJOLSTTOJOIST FACE NAIL (3)16d RIM JOIST TO SILL OR TOP PLATE TOE MIL Bd 080O.G CONTINUOUSHFADEDTOSTUO 70E NAIL (/)Btl SUILTAW CORNER SAES FACE RAIL 16d 024. O.C. BUILT-UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP&SOTTOM) (2)IM 016• QC RAFTERS TO 21 RIDGE BEAM TOE NAIL & FACE NAIL (4) LW & (3)16d JACK RAFTERS TO HIP TOE MIL & FACE NAIL (4) IBd &(3)16d LAG SCREWS: SHALL BE OFA DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNI NG WITH A WRENCH, NOT BY DRIVING WITH A HAMMER, SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. M ETAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION R802.10A INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRIAOO CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) FLOOR (.'DUNG RAFTERS(304 LL) TILE MP/SHAKE JOISTS (f0• ELL) (400 LL) (20• ILL) (V240 LL) (200 ELL) (JD4 D.L) (I/360 LL) (L,/240 LL) NO,2 H.F. SPACING O.G MAXIMUM MAXIMUM NO.2KF, SPACING 0.0. MAXIMUM MAXIMUM MEMBER SPAN SPAN MEMBER SPAN SPAN 1Z" 1D IN-10" 12" 123• 13'-72 2X6 16" 9'-1• 17-10" 2X6 16" LI'9" il'90 24" 7'-ir W-W 24" 8'-70 91,7• J2• 13'-20 1B'9` 1Y IN-40 17'2* 2 X 8 16" 17-0" W-2" 2 X 8 161 1340 i4kd2 240 W2• 13'-2" 24"r211-90 12,-2" 1?" 1B•,u 22'-11• 12• 23'-0• 2X10 16• 15'-24 19'-10" 2XIO 16• 18'-20 24" ]7L• iv4o 24" 14'-10• 12" 20'-4• 26'-7• 129 24'd• 2X12 1& ST-7• 23'-0" 2X12 LB" 21'-1•24" 1A'-4" 19-10" 24" 17'3" LUMBER SPECIES MEMBER SPECIES POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO.2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO.2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER W HIGH NO, 2 HEM FIR POST AND BEAM DECKING P.T. •2 FIR OSH SHEATHING PER PLAN GLWML BEAMS Fb2400, DRY ADH - (EXT. ADH 0 EXT. CONDITIONS) / f PSL MATERIALS* Fb = 2900 E = 20 Fv = 290 LVLMATERWLS** Fb-2600 E=L8 Fv=285 ALLGLB BALANCED WEST SPECIES 24FF18E WA 0 W s O i W1 U C Z 00 W13 A Z ZyINN M I% d. WC j G W C W G EVIEWED BY DATE 10-II-L SCALE TUTS TECHNICIAN 1G SHEET rA, 1 7 46 3781 S701vAL dlxE 200 NC. DO NOT LCCEF'T EFSE E95 AN ORIGINAL AL FPPD SEFL SSWAB SSWAB SHEAR REINFORCEMENT MINIMUM CURBISTEMWALL PER 4ISSW1 WHEN WIDTH PER 4ISSW1, REQUIRED, 3 3 SHEAR REINFORCEMENT PER"SW1 WHEN REQUIRED. H H ° -4 r de do 3" CLR. MIN. 3" CLR. •1/2W MIN. IF 1/2W 112W 112W• W W STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 3500 PSI CONCRETE DESIGN CRITERIA CONDITION ANCHOR STRENGTH SSWAB 3M• ANCHOR BOLT SSWAB Is ANCHOR BOLT ASO ALLOWABLE UPLIFT() W (in) de M) ASD ALLOWABLE UPLIFT Qba) W (In) de (in) SEISMIC CRACKED STANDARD 9,600 22 6 179100 33 11 HIGHSTRENOTH 19,900 38 12 35,300 51 17 UNCRACKED STANDARD 9,600 19 28 10 HIGH STRENGTH 19,900 31 11 1 35,100 35,300 44 16 WINO CRACKED STANDARD 6,300 12 6 6,000 13 6 7A00 15 8 1312DD 22 8 Sow 16 7 17100 27 9 HIGH STRENGTH IIA 20 7 23100 32 11 14,100 15,9D0 23 25 8 9 271800 31,700 38 39 12 13 19,900 30 10 35,300 43 15 UNCRACKED STANDARD SAW 12 6 62600 12 6 81300 14 6 12,200 18 6 SAW 18 6 171D0 23 8 HIGH STRENGTH t1,21 17 6 22,400 27 9 14,300 20 7 27,500 31 11 18400 22 8 33100 35 12 19,900 26 B 35,300 37 13 STEEL STRONG- WALL ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE DESIGN CRITERIA CONDITION ANCHOR STRENGTH SSWAB 314• ANCHOR BOLT SSWAB I' ANCHOR BOLT ASD ALLOWABLE UPLIFT(ba) W on) de (in) ASO ALLOWABLE UPLIFT(ba) W M) de (in) SEISMIC CRACKED STANDARD 906M 20 7 17,100 30 10 HIGH STRENGTH 19,900 33 11 35,300 47 18 UNCRACKED STANDARD 91800 18 6 28 9 HIGH STRENGTH 19,900 28 10 35,300 35,300 41 14 WIND CRACKED STANDARD 8,000 12 8 62000 12 6 7,600 14 6 12,900 20 7 9,800 17 8 17,100 25 9 HIGH STRENGTH 118100 18 6 22,600 29 10 13,9OO 170DO 21 24 7 8 27,400 31,500 33 38 11 12 196900 27 8 35,300 40 14 UNCRACKED STANDARD 7,500 12 6 7,500 12 6 86500 13 6 12,700 17 6 96600 15 6 17,100 22 6 HIGH STRENGTH 10500 15 a 22800 25 9 13800 16,200 18 20 6 7 28800 32,700 28 32 10 11 1969M 24 8 55,300 35 t2 z O Vl z N F 0 3 m �w c z ^ Oslo SLAB ON GRADE FOUNDATION CURB OR STEMWALI FOUNDATION I NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI 318 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED, REGISTERED DESIGN PROFESSIONAL 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM FI554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). REGISTERED DESIGN PROFESIO 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED I AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TOACI 318,05 SECTION D.3.3A. IS FOR SPECIFIC M MODIFY DETAILS SSWAB 4, WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED I AND 2 FAMILY DWELLINGS IN SDC C. CONDITIONS.5, FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT, MINIMUM CURBISTEMWALL B. SEE 11SSW1 AND 2/SSWI FOR W AND de. WIDTH PER 4ISSWl, SSWAB SSWAB TENSION ANCHORAGE SCHEDULE 3500/4500 PSI 3 3" SHEAR REINFORCEMENT PER 4/SSWi WHEN L MIN III 3• H REQUIRED, 4• MIN 1,00 de • t,,4.:.��, 3• 3. .�`• - de • " `S •'�`: 3" CLR. MIN. 3"CLR. MIN. >b HAIRPIN,3TIE, GRADE 40 a' GRADE 40 REBAR (MIN.) REBAR (MINI) li h' I I' FIE\7 LD TEAND SECURE DURING FIELD TIE AND SECURE DURING 112W 1/2W 1/2W 1/2W VARNES WITH OLTT SPACING. CRETE PLACEMENT, OVERLAP CONCRETE PLACEMENT, SSWAB SSWAB W W HAIRPIN SHEAR REINFORCEMENT TIE SHEAR REINFORCEMENT sswAe INTERIOR FOUNDATION BRICK LEDGE FOUNDATION #3 HAIRPIN (#3 TIE SIMILAR). SSWAB SEE TABLE FOR REQUIRED QUANTITY, 93 HAIRPIN (#3 TIE SIMILAR) STEEL STRONG -WALL SHEAR ANCHORAGE SEISMIC IMND MODEL 4 OR Lb (in) SHEAR REINFORCEMENTSTEMWALL MINIMUM CUR& WIDTH (in) SHEAR REINFORCEMENTSTEMWALL MINIMUM CURBI WIDTH On) ASD ALLOWABLE SHEAR LOAD V Qba) UNCRACKED CRACKED SSW12 9 (1)93TIE S NONE REQUIRED 6 1370 980r 99W16 12 (1)93 TIE 6 NONE REQUIRED 6 17657 12607 3SW18 14 (1)40HAIRPIN Br (1)#3 HAIRPIN 6 WA SSW21 15 (1)93HAIRPIN 6' (l)#3 HAIRPIN 6 WA 93W24 17 (2)#3HAIRPINS as (2)#3 HAIRPINS 6 WA NO SEE 21SSW7 AND 3lSSW7 FOR DIMENSIONS AND ADDITIONAL NOTES. rA SEE TABLE FOR REQUIRED QUANTITY. NOTES: 2. SEE4ISSWI FOR SHEAR REINFORCEMENT WHEN REQUIRED. 1Y'CLR tYz'CLR fY:'SPACINp 1. SHEAR ANCHORAGEDESIGNS CONFORM TO ACI31B05 AND ASSUME MINIMUM fo-2,600 PSICONCRETE 3. MAXIMUMH=1e-de, SEE51SSWIANDB155Wi FORIe. S�-s x, ,�,,, ,T.: =, 4rAAr SEE DETAILS iBSW1 T031SSW1 FOR TENSION ANCHORAGE. Iv 2, SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL STEEL STRONG -WALL ANCHORAGE - TYPICAL SECTIONS i PANEL APPLICATIONS. '1•,� •' 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED I AND 2 FAMILY DWELLINGS REGISTERED DESIGN PROFESSIONAL IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. - IS PERMITTED TO MODIFY DETAILS 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. SLAB OR CURB AND _w 4.j. '140 11 FOR SPECIFIC CONDITIONS, 5. MINIMUM CURBISTEMWALL WIDTH 1360 WHEN STANDARD STRENGTH SSWAB IS USED. SIMPSON STEE SURROUNDING FOUNDATION '.i 8. 8'MINIMUM CURBISTEMWALLALLOWABLE SHEAR IS 11451ba. USE SEISMIC SHEAR REINFORCEMENT FOR STRONGWALL NOT SHOWN FOR CLARITY HIGHER SHEAR LOADS. LA f 7. go MINIMUM CURBISTEMWALL ALLOWABLE SHEAR IS 20151be. UNCRACKED AND 1"0 Mo. CRACKED, USE 7- r SEISMIC SHEAR REINFORCEMENT FOR HIGHER SHEAR LOADS. �::'•:. HAIRPIN INSTALLATION SECTIONA-A W (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR) B. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318D.6.2. 1W :::+�.'.'. { STEEL STRONG -WALL ANCHOR BOLT SHEAR ANCHORAGE 4 SSWAB SSWHSR W W DIAMETER SSWHSR_KT AND SSWAB SSWr EXTERIOR INSTALLATION 09 ASSEMBLY LENGTH 1#� 88WTPF PANEL FORM INSTALLATION SEETABLES BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW 1#35 lac 3' TOP OF CONCRETE STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR2500 P81 CONCRETE DE91GN CRITERIA GOND171ON ANCHOR STRENGTH SSWAB 3/4' ANCHOR BOLT SSWAB 1' ANCHOR BOLT ASD ALLOWABLE UPLIFTQba) W (in) do On) ASD ALLOWABLE UPLIFT (Abe) W (b) de On) CRACKED STANDARD SAW 26 9 170100 36 12 HIGHSTRENGTH 190900 39 13 35,300 56 19 SEISMIC UNCRACKED STANDARD 95800 21 7 172100 32 11 HIGH STRENGTH 19,900 34 12 356300 49 17 CRACKED STANDARD 4,500 12 6 51600 14 8 8,900 18 6 12700 24 8 9600 20 7 17100 30 10 HIGH STRENGTH 11100 22 00 35 2 13500 16,000 25 28 9 10 28800 31600 39 43 13 15 19900 33 11 35300 47 16 WIND UNCRACKED STANDARD 5 800 12 B SAW 12 6 71800 15 6 12000 20 7 9'600 IS 6 17,100 26 9 HIGH STRENGTH 112200 19 7 22,100 30 -414 13,900 22 8 283700 34 15,800 24 B 32,100 38 19,900 N 10 35,300 41 uj 3• IB � HS ON HIGH STRENGTH MODELS HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS HEAVY HEX NUT PLATEWASHER HEAVY HEX NUT 3' HX ON EXTENSION KIT TOP OF CONCRETE HEAVY HEX NUT 9 FIXED IN PLACE ON z ALL SSWAB ANCHOR aJ BOLTS I6 314. OR THIGH STRENGTH ROD ASSEMBLY ASSEMBLY la= SSWAB le SSWHSR Ie*3' HIGH STRENGTH COUPLER NUT 70P OF CONCRETE SSWHSR CUTTOLENGTH AS NECESSARY HIGH STRENGTH COUPLER NUT SSWAB (2)1*SSSWABrSS 1 . (2)1' SSWAB for SSW16, SSWI6, SSW21, SSW24 `Z)3/4�WWA��W1612 SSWI8, SSW2I, SSW24 •� SSWr INTERIOR INSTALLATION r SSWiBL BRICK LEDGE _71 NOTES: 1. ANCHORAGE DESIGNS CONFORM TO AC1318 APPENDIX D WTIIi NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT, STANDARD (ASTM F7554GRADE 36) OR HIGH STRENGTH (HS) (ASTM A448). 3, SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318-05 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY AAND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5, FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. S. REFER TO IISSW1 FOR de. STEEL STRONG. WALL WIDTH MODEL NO. DIAMETER LENGTH le 12'MOOEL SSWAB&4X14 3l4' 24' 19' 33WAB314XL4H9 314' 24' 19' SSWAB314a30 314' 3r1' 25• SSWABS4x3GHS 314' 30' 26' SSWAW41Cd6HS 3I4' 36' 3V 15', 18', 21 AND 24'MODELS SSWABba4 1• 24' 19• SMABIX24HS SSWABIX30 1' 1' 24• 30' 19' 25' SSWAB1K30H5 SSWABIX36HS 1' 36' 310 ((2) 31a' SSWAB for SSW12 (2)1'SSWAB IarS3W15, sswl8,sswzl,sswza (2j31a sswAalarssWlz`� 2>d (2)1' WAB f&SSW ,SSW21,Ss�w TOTAL SSW WIDTH MODEL NO, DIAMETER LENGTH le � ��v SSWHSR3/4-2KT 3/4- 24' 210 12'MODEL 37i3as �r�1C�-1-�� 35WH3Ry4.9KT 314" 38' 33' lose 15', M 21 AND 24' MODELS SSWHSRI-2Ki Is 24' 21' - °f lt�•11 .::'.a I _ .. �.0., u 1 1•tot 33WH9R13Ki ,• 38' 33' 'QI SSWAB TENSION ANCHORAGE SCHEDULE 2500 PSI 2 SSW ANCHOR BOLTS 5 SSW ANCHOR BOLT EXTENSION 6 SSW ANCHOR BOLT TEMPLATES -' U � p J mom. rn rn aU� U�Z� IigOo 03aro W O OmJJ xvta� W v/ J Z W W C O l7w W OW Z O Z Q W ir•T, I I�• ®i 0 0 0 0 0 OOOO 0 0 U00 IM '0 UXlaw saYF21 (0 Oy aawu /0 OX saw:l 0 ON sa1Nz1 XO 0' Bawls 0 OI aswle XO Od saw15 NO 0 aaW15 +o 0 9SW12 WALL PROFILES TABLE NOTES: 1. SDS''/°' x 3W SCREWS PROVIDED WITH WALL. 2, SEE SHEET SSW7 FORANCHORAGE SOLUTIONS. STEEL STRONG -WALL MODELS RIM JOIST, BEAM, mal OR BLOCKING IFAPPLICABLE 1/4' HOLES TO ATTACH - OPTIONAL BLOCKING OR FRAMING iA l , HOLES PREDRILLED IN STUDS FOR WIRING, ADDITIONAL 1-1AP DIAMETER - HOLES MAY BE DRILLED THRU WOOD STUDS AT ANY HOLE LOCATION MATCHING AN OBROUND HOLE IN STEELPANELFLANGE. STEEL STRONG -WALL MODELS ETD. WALL MODEL MO, 4STK WALL MODEL No, N Qn) T (In) HOLDOWN ANCHOR BOLTIV QTY, OF TOP OF WALL SCREWS' SSW12x7 80 312 2 31P 4 SSWi6z7 - 80 3M2 21' 6 SSW1Bx7 -- 80 312 (2)12 9 SSW21x7 80 312 (2)1' 12 SSW24x7 80 312 2 1- 14 SSWIWA 8512 312 2 3/4' 4 SSWi6z7.4 8512 312 21E 6 SSWi8z7.4 8612 3/2 2)Y 9 SSW2ix7A 8512 3/2 (2) is 12 SSW24a7.4 a 8612 312 21E 14 SSW12x8 -- 93114 312 (2)W40 4 SSW15A SSWI5XSSTK 93114 312 21E 6 SSW15x8 SSWISxSSTK 93114 3V2 (2) in 9 SSN21x8 p"aSSW14xB SSW21x"TK 93114 312 (2) IN 12 SSW24x8STK 93114 312 21' 14 SSW12x9 -- 105114 312 2 SAO 4 SSW15x9 SSWI6x9-STK 105114 312 21E 8 SSW18x9 SSW1Bx9STK 105114 312 21' 9 SSW21x9 SSW21x9STK 105 IN 312 21' 12 SSW24x9 SSW24x9STK 105114 312 21' 14 SSW12x10 a 11119 312 (2)3/4' 4 SSW16x10 SSW16x10STK 117 IN 312 21' 6 SSIVI SSWI8x10STK 117114 312 21' 9 SSW2/x10 SSW21x10, M 117114 3112 2 1E 12 SSW24x10 SSW24x1OSTK 117114 312 (2)IN 14 SSW1fix11 SSWI5%IISTK 129114 512 21• 8 SSW1Bx11 SSWISx11STK 129114 512 210 9 SSW21x11 SSW21z1IMSTK 129114 512 2I' 12 SSW24x11 SSW24z113TK 1291/4 512 2 1' 14 SSW15x12 SSW15x12-STK 14119 512 (2) So 6 SSW15x12 SSW1Bx12-STK 141114 612 21E 9 SSW21x12 SSWZ1x12STK 141114 612 21E 12 SSW24x12 SSW24x12aM 1411M 512 21' 14 SSW18K13 SSWi8x13STK 153114 612 (2)IN 9 SSW21xi3 SSW21x13STK 1631/4 612 21' 12 8SW24x13 SSW24a13STK 153114 512 21 14 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ,..11.,,z `4': Il< too s - -.tl.: TOP PLATE 7 W MAXIMUM WOOD SHIM WITH SDS Y.' x 3W SCREWS. FOR SHIMS GREATER THAN "d, SEE ATTACH TOP OF WALL TO TOP PLATES WITH SDS'/.' x 3W SCREWS (PROVIDED) —STEEL PANEL PREFABRICATED HOLES IN STEEL PANEL. (VARY WITH EACH MODEL) ADDITKXAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED, ELECTRICAL BUSHINGS AT ALL ROUND MECHANICAL HOLES. SINGLE -STORY SSW ON CONCRETE poppGARAGE HEADER z OR 5 ROUGH OPENING HEIGHT — ALTERNATE MODEL H ROUGH Na CURB OPENING HEIGHT SSW12x7 SSW1Sx7 aw T-tYe' SSW18x7 SSW21x7 8• T-Y SSW24x7 SSWi2x8 SSW15x8 5Yz a'-2V4 SSWi&8 SSW21x8 e' 8'-3yj SSW24x8 1. THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGES IS CRITICAL FOR THE ROUGH HEACER OPENING AT GARAGE RETURN WALLS. 2, SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL, 3. FUNNING ON UNDERSIDE OF GARAGE HEADER MAY BE NECESSARY FOR LESSER ROUGH OPENING HEIGHTS. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 2 SHEAR TRANSFER DESIGN A DETAILS BYOTHERS Mal MIN WIDTH 1EADER BY DTHERS.FOR KULR-PLY HEADER REQUIREMENTS SEE it PLACE SSW PANEL OVER O O O O THE ANCHOR BOLTS AND moo SECURE WITH HEAVY STEEL HEX NUTS. (PROVIDED) STRONGWALL USE 1Y'WRENCH / SOCKET FOR 3/4' NUT 17 USE 1Se' WRENCH / SOCKET FOR 1' NUT NUTS SHALL BE SNUG TIGHT, DO NOT USE AN IMPACT WRENCH, FRAMING BY OTH0 0 0 0 _ TYPES ° 212'x1' DEEP MAX. IN SHEATHING A RIM JOIST. NAILING SET LOWER NUT FLUSH SV OTHERS WITHTOPOF SHEATHING. SSW BASE PLATE SHALL SIT FLUSH 6 LEVEL ON NUTS. JOIST HANGER �(IF REQUIRED) Lto A -* '0 SSNI SSVN '/ SEE TO FOR -' II''.ANCHORAGE SOLUTIONS II: ' :• ' 14 REGISTERED DESIGN PROFESSIONAL lo - IS PERMITTED TO MODIFY DETAILS _ FOR SPEGFIC CONDITK)NS. I ' .. ' ! It T I STRONG -WALL ON CONCRETE 4 SECTION F011e•TOtr BLOCI(oamLq� PLACE SSW PANEL OVER 9INP30H cstssrRAPS BLauRm THE ANCHOR BOLTS AND e e wtm ta4tXNMa(atu•x (s) SECURE WITH HEAVY SEE °SW1 7033W1 FOR sew BLaQ(xFJGMacnFwTr-n HEX NUTS. THAHe•ANO uPTO tm ANCHORAGE SOLUTIONS e HAIL MO BLOCK USE 1Yi WFIENCH/SOCKET FOR 3/4'NUT e lrrta amv NAarR BIUB USE IV WRENCH SOCKET FOR I' NUT REGISTERED DESIGN PROFESSIONAL SHw BLOCK HMM GREATEN NUTS SHALL BE SNUG TIGHT. ISGISTERE D70MODIFYDETAILS THAN IPAlA UP101T. DO NOT USE AN IMPACT WRENCH. toxMa HloeLopc FOR SPECIFIC CONDITIONS. 2x FLAT SHIM BLOCK IOWOBSW NAxl3(31118 11 ALTERNATE 7ST FLOOR WOOD FRAMING 7 LTP4 SPACING 4z SHIM BLOCK BY OTHERS AT7ACHWITHSDSY'x4)i ATTACH SDS SCREWS 2M STORY REGISTERED DESIGN PROFESSIONAL SCREWS TO SHIM BLOCK TO SHIM BLOC( STEELSTRONGWALL IS PERMITTED TO MODIFY DETAILS INSTEAD OF SDS)4 x W2 SCREWS PROVIDED. FOR SPEGFIC CONDTONS O Q ADJACENT FRAMING 0 a o 0 BYOTHERS SHEAR TRANSFER PLATE FLOOR SHEATHING AND 414 SELF-DRIWNG SCREWS 23 FLAT SHIM BLOCK 4x SHIM BLOCK (PROVIDED WITH SSW_-2KT} a 1 it jl • 91 °. I I II. COUPLER NUT it l�44 11°' ell ° ANDTHREADED RODS (INCLUDED WITH SSW -tlTf) 15. II 8 II II SEE SHEET SSW1 FOR ANCHORAGE INTERIOR ELEVATION SOLUTIONS, 4z SHAPED SHIM BLOCK SOLID BLOCKING BELOW 10d COMMON 4xSHAX.DEPTH CRIPPLE SHEAR WALL, STEEL STRONGWALL TO FRAMING ATTALLEND) BLOCKING AND STRAP tOd COMMON NAILS BETWEEN FLOOR FRAMING (NOT PROM BYOTHERS (NOT PROVIDED) LTP4 SPACING BY OTHERS ATTACH SDS SCREWS RIM JOIST;J /— PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS(PROVIDEDI. USE 11140 WRENCHISOCKET FOR 3l!' NUT 1 We' WRENCHISOCKET FOR 1' NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SIMPSON A34 EACH SIDE SOLID BLOCKING BELOW STEEL STRONG -WALL WOOD FIRST'FLOOR WALL CONNECTION KIT 0 010 0�0 � I WIT T�FER- DED ma 411 ° 11 a.° 11 WALL MODEL WIDTH NO, CONTENTS (In) 12 SSW12-1KF EACHKITCONTAIN3: (1) SHEAR TRANSFER PLATE 16 SSW16-1KT (with 014 SCREWS) (2) 3/4'x18' Gr 1' x 18' THREADED 1B SSW1e-iKT RODS (ASTM A36) (2) COUPLER NUTS 21 SSW21-1KT (2) HEAVY HEX NUTS 24 SSW24-1KT INSTALLATION INSTRUCTIONS ORDER FIRST FLOOR CONNECTOR KIT SEPARATELY. MODELSSW_1KT. EXAMPLE:SSW21.1KT QED) ' I I 16 SHEAR TRANSFER BY OTHERS (LTP4 SHOWN) EXTERIOR ELEVATION STEEL STRONG -WALL BLOCKING BELOW SSW JOIST HANGEF (IF REQUIRED) / LFLOOR FRAMING AT" OC MAX. WHERE FRAMING 13 PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6E OF EACH END OF SSW. BLOCKING DEPTH SHALL MATCH FLOOR FRAMIN0. SECTION ATTACH SDS SCREWS TO BLOCKING TO SHIM BLOCK FIRST FLOOR AT WOOD FRAMING NOTES: SHEAR TRANSFER 1, USE WOOD FIRST -FLOOR ALLOWABLE LOAD TABLES FROM THE 0 ° O O ADJACENT 0 ADJACENT FRAMING BY OTHERS STRONGWALL CATALOG FOR THIS INSTALLATION, BYOTHERS (SIMPSON LTP4 SHOWN FOR PERPENDICULAR FLOOIR FRAMIN03PACED ®j .. ... .. FRAMING --- - ILLUSTRATION) AT7-0'OC MAXIMUM. WHERE FRAMING 2•USEALTERNATE DETAIL TO ACHIEVE MAXIMUM ONCONCRETE REGISTERED GEMS BY OTHERS IS PARALLEL TO WALL, INSTALL ALLOWABLE LOADS, IS PERMITTED 70 RAKE WALL CRIPPLE WALL BLOCKING WITHIN 6' OF EACH END OF 3, FOR TWO-STORY STACKED STEEL STRONGWALLS WITH MOOD FOR SPECIFIC CO SDS)f x W SCREWS STEEL STRONG -WALL. BLOCKING DEPTH 7 REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR (INCLUDED WITH WALL) SHALL MATCH FLOOR FRAMING DEPTH. FIRST FLOOR, USE ALTERNATE DETAIL 1, SHEAR TRANSFER popoloomREGISTERED DESIGN PROFESSIONAL 2. OUT OF PLANE LOADING EFFECT IS PERMITTED TO MODIFY DETAILS FIRST STORY 4. REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR SHEAR TRANSFER 3, INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT. FOR SPECIFIC CONDITIONS. STEEL STRONG-WALL TOP OF WALL HEIGHT ADJUSTMENTS 5 TWO-STORY STACKED FLOOR SECTION 8 2 OR 5 STANDARD STEEL STRONGWALL A72M FLOOIR DRILL Y DIAMETER x 1' DEEP HOLE OR NOTCH 2S25U' DEEP MAX. IN SHEATHING 8 RIM JOIST. SET LOWER NUT FLUSH WITH TOP OF SHEATHING. SSW BASE PLATE SHALL SIT FLUSH It LEVEL ON NUTS. PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED} USE 1 5/8' WRENCHISOCKET FOR 1' NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH, SIMPSON A34 EACH SIDE SOLID BLOCKING BELOW STEEL STRONG —WALL DRILL 1 1116E MAX DIAMETER HOLE IN DOUBLE TOP e PLATE FOR RODS O O ATTACH TOP OF SSW TO TOP PLATES WITH SDS``/.'x 3W SCREWS (PROVIDED WITH SSW) HEAVY HEX NUTS TOP AND BOTTOM (PROVIDED WITH SSW -2KT). NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. ELEVATION _ I 1 O 1 I / I I• W ALTERNATE = 9 S3W3TK OPTION (FACTORY INSTALLED) I' DIAMETER ROD THREADED RODS LENGTH (PROVIDED WITH SSW 2KT) FOR SHIMS GREATER THAN 718E SEE MAXIMUM RODLENGTH UPPER PANEL SHEAR REDUCTION FACTOR 181NCHES 1.00 21 INCHES 0.94 ROD LENGTH S TOTAL OF FLOOR JOIST DEPTH PLUS TOP PLATES PLUS SHIM THICKNESS. INTERIOR SHEAR TRANSFER PLATE AND #14 SELF -DRILLING SCREWS JORDERTWOSTORV (PROVIDED WITH SSW-21TT) STACKED WALL CONNECTOR KIT IUO* 1EXAMPLE: SSV21-2KTSSW21-2KTT SHEARTRANSFER ______-____ BY OTHERS (LTP4 SHOWN) REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 10d COMMON NAILS TWO-STORY STACKED (NOTINCLUDED) WALL CONNECTION KIT O 0 0 O WALL YODEL WIDTH NO, CONTENTS (In) 16 SSW15-2KT EACH HOT CONTAINS: FOR GARAGE WALL OPTION 2 il' II iI 11 (1) SHEAR TRANSFER PLATE NOTE:7-FT. HIGH STEEL STRONGWALL MODELS REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR: , LLB ll s II & 16 SSW1&2KT (vAtA#14 SCREWS) ARE WE 2' TALLER THAN 7-FT, HIGH WOOD I. SHEAR TRANSFER 4 OR 7 •5j�_. 1 21 SSW21.2KT (2) 1E x 48' THREADED RODS (ASTM A36) STRONG -WALL SHEARWALLS 2, OUT OF PLANE LOADING EFFECT ALTERNATE ' II II REGISTERED DESIGN PROFESSIONAL (6) HEAVY HEX NUTS 3. INCREASED OVERTURNING AND DRIFT WE IS PERMITTED TO MODIFY DETAILS 24 SSW24.2KT INSTALLATION INSTRUCTIONS EXTERIOR ELEVATION TO ADDITIONAL HEIGHT. FOR SPECIFIC CONDITIONS. ALTERNATE GARAGE WALL OPTIONS 3 TWO-STORY STACKED 6 TWO-STORY STACKED FLOOR FRAMING EE GARA 3W4 FIRST STORY WALL: OR GARAGE PORTAL ADD STK TO MODEL YSTEM WHEN SSWP4R NAME S SPECIFIED EXAMPLE: SSW21x9STK 000 4 0 0 4 GARAGE WALL OPTION 1 GARAGE WALL OPTION 2 I• 0 0 0 0 POST 8 POST BASE DETAIL BY OTHERS 11 Q _ a. uE HE R OP H OUGH EKING F S 1 JOIST DETAILS FIRST FLOOR AT WOOD FRAMING 110 HEADER BY OTHERS. 16d COMMON NAILING. SEE SIDE 2 PLY 2x12 MIN WITH Ye' VIEWS FOR SPACING. SHEATHING BETWEEN PLYS OR 2 PLY 1%mxl l ' MIN. LVL INSTALL3DSY'YJ14' (2 PLY LVLSHOWN) SCREWS, SEE SIDE VIEWS FOR NUMBER A SPACING NOTE (SCREWS BY INSTALLER) MULTUSED WITHEADERS STEEL STRONGE USED WITH STEEL STRONG WALL FOR WIND DESIGNS OR REGISTERED DESIGN PROFESSIONAL IN SEISMIC DESIGN CATEGORIES 1 IS PERMITTED TO MODIFY DETAILS A-C OBC A IRC) ONLY FOR SPECIFIC CONDITIONS. SSW MUL O7 INSTALL SOS 'I 12' SCREWS HORIZONTALLY THROUGH LVL OR 2 x LUMBER HEADER PLYS, 4 SCREWS TOTAL FOR SSW12, 6 SCREWS TOTAL FOR SSW151 SSW 18, SSW21 AND SSW24. 22 SGS IMN312' SCREWS PROVIDED WITH WALL O FASTEN PINS TOGETHER WITH 16d COMMON HAILS AT 16' O.C. ALONG EACH EDGE OF BEAM, OIVJ2" SHEATHING BETWEEN 2x HEADER PLYS SHALL MATCH HEADER DEPTH AND EXTEND FULL WIDTH OF NHGWALL SSW, MINIMUM. )WN) SIDE VIEW SSW WITH MULTI -PLY HEADER MULTI -PLY HEADERS 1, STEEL STRONGWALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY ESIMPSON HOME OFFICE: 59M W. LAS POSITAS BLVD. , PLEASANTON, CA 9158E TEL: (800) 999-5099, F 'SIMPSON STRONGTIE COMPANY, INC.' 13 AN 180 WDI REGISTERED COMPANY, 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DE ARTI 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF E S) BUILDINGS LATERAL FORCE RESISRNp SYSTEM, INCUOINO THE LOAD PATH TO T Sr THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER F 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC, PR1 COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE F TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUC710N. ' 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. TI MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPO 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATION WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8, ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. 9 NOTES ON OF J)N BE BRr Ar , z O N ti g off+ Z 200 0mm u� F_"Fp m QI D_Um V(qNZ� Loop MtnEI 00) w xIDaF- m ZO ECo! I(LccnL L L I PLACE SSW PANEL OVER THE ANCHOR BOLTS AND I, STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY'SIMPSON STRONGTIE COMPANY, INC.' SECURE WITH HEAVY HOME OFFICE: 6958 W. LAS POSITAS BLVD., PLEASANTON, CA 94588 TEL: (800)999mM. FAX (926)847-1697 HIX NUTS. (PROVIDED) USE 1S' WRENCH/ SOCKET FOR 1' NUT OSIMPSON OF IS PRODUCT COMPANY, INC.' IS AN ISO 9DDIOVA REGISTERED COMPANY. NlJT35HALL BE SNUG TIGHT. 2 USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE IOGLL BUILDING DEPARTMENT. DO NOT USE AN IMPACT WRENCH. 3, THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE, DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER 4, ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. S. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STEEL STRONG.WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL REGISTERED DESIGN PROFESSIONAL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION, IS PERMITTED TO MODIFY DETAILS B. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF n FOR SPECCIFIC CONDITIONS. MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER. 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. B. ALL HARDWARE CALLED OUT IS SIMPSON STRONGTIE. 144dim WOMEN BALLOON FRAMING BASE PLATE CONNECTION 2 FULL HEIGHT STUDS (DESIGN BY OTHERS) PUCE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY flat HEX NUTS. (PROVIDED) USE 1%w WRENCH SOCKET FOR Is NUT NAILING BY OTHERS NUTS SHALL BE SNUG TIGHT, DO NOT USE AN IMPACT WRENCH. JOIST HANGER 0 O O O STEEL 0 (IF REQUIRED) STRONG -WALL 1. SHY.' x 31S' SCREWS PROVIDED WITH WALL > 2. SEE 95Wi FOR ANCHORAGE 30LURONS. BLOCI"L m 3. STACKED INSTALLATION REQUIRES MINIMUM DOUBLE 2x6 STUDS EACH SIDE OF 00 STEELSTON0.WALL (FRONDED BY INSTALLER). SEE DETAILS 4A6. FULL FRAMING HEIGHT LIDS (By ORS) UI�rn QH�O W Oa IN FULL HEIGHT STUDS (DESIGN BY OTHERS FOR OUT -OF -PLAN WIND OR SEISMIC LOADING).2- MINIMUM EACH SIDE WITH 10d AT 18' OC STUD TO SSW NAILS AND STUD TO STUD. SSWSTK OPTION (FACTORY INSTALLED) BOTTOM WALL: ADD STK TO MODEL NAME. EXAMPLE: SSW24x8STK REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECCIFIC CONDITIONS. IA10 011will I T SSW24 FULL HEIGHT STUDS (BYGTHERS) SSW18 Bawls BALLOON FRAME STEEL STRONG-WTALL WWIx�t•�� XI10 0' MKIO 0� T r T.c : • e�t� STEEL STRONG -WALL BALLOON FRAMING MODELS NOMINAL WALL HEIGHT (FT) LOWER WALL MODEL NO. UPPER WALL MODEL NO. N (in) T (In) HOLDOWN ANCHOR BOLTtz OTY. OF TOP OF WALL tCREWtr 16' WALL MODELS 16 SSW16X8STK SSW16x7 173114 312 219 6 18 SM15XBSTK SSW16x8 18612ml(2) 8 17 SSWi6%tOSM SSW 197114 8 18 e3W16'10-m SSW16xe 21012 e 18 SSW16%163TK SSW76x9 22212 6 20 SSWISXIOSTK SSW16x10 23412 5 18' WALL MODELS 15 SSWI8XSSTK SSW18x7 173114 312 21' 9 16 SSW18%BSM SSW18x8 iB612 312 21• 9 17 9SWiB%1037K 3SW1Bx7 197 IT 312 21' 9 18 SSW18XI0STK SSW18xe 21012 312 21' 9 19 SS%H8x10STK SSW184 22212 312 21' 9 20 SSW18X10STK SSWI8XI0 23412 312 2I• 9 21' WALL MODELS 16 SSW2IXBSTK SSW21x7 1731M 312 2 1'P12 12 16 SSW2IX1 TK SSWZix8 18612 312 21'12 17 S3W21%I W 83W21x7 197114 312 (21•12 18 SSW21XIOSTK SSW21x8 21012 312 21'12 19 SSW21xI04M SSW21x9 22212 312 21'12 20 S3W21X10STK SSW21x10 23412 312 2 1• 2A' WALL MODELS 15 SSW24XSSTK SSW24x7 1731/4 312 21' 14 16 SSW24%&SM SSW24x8 18612 312 21' 14 17 SSW24%10STK SSW24x7 197 V4 3IQ 2 1' 14 18 SSW24%10, M SSW24x8 210 12 312 2 1' 14 19 SSW24X10STK SSW24x9 22212 312 21' 14 20 SSW24%IOSIK SSW24x10 23412 312 21' 14 mm FULL HEIGHT STUDS DESIGN BY OTHERS 0 0 0 0 il. . .e if :• .1i y •. Z 0 rn � v�o m W5 a • A iV z '- e li 14.4 FRAMING BY � UsZrn Il' ' 'I t ..I t I' OTHERS,TYP. T-o 0 • Q: 11 •' .A Ala. �I �Q00 d' a 11 to REGISTERED DESIGN PROFESSIONAL I 2IO6.J IS PERMITTED TO MODIFY DETAILS OrnJ W FOR SPECCIFIC CONDITIONS. ELEVATION SECTION BALLOON FRAMING AT WOOD FLOOR 3 NOTES T _ FOR 8' TO 12• BLOCK DEPTHS CSIO STRAPS REQUIRED III WITH 10d x IV NAILS (0.148'x1,6') �F SHIM BLOCK HEIGHTS GREATER THAN 8' AND UP TO 10': STANDARD SHEAR CONNECTORS 8NAILS INTO BLOCK STEEL STRONG -WALL REWIRED ON EACH SIDE OF 81NTO SSW NAILER STUD AT TOP WALL TOP PLATE BLOCKPERTABLE, SHIM BLOCK HEIGHTS GREATER THAN IO'AND UP T012': 10 NAILS INTO BLOCK t01NTO SSW NAILER STUD SIMPSON LTP4 AT Bx BLOCK SIMPSON LTP4 N J_ 4x or Bx SHIM BLOCK 4x or ex BLOCK 3 (4x SHOWN) SIMPSON A35 I"" �z�IL AT4x BLOCK S lil y SDSYi xffi'z SCREWS � � N TO BLOCK WITH �ATTACHTOPOFWALL (PROVIDED) 13 Q 10d COMMON NAILS SPACED AT 18' O.C. SDS'4' x 3'h' SCREWS O11111111 STUDTOSSW (PROVIDED) 0 NAILERSTUDS Lu STUD TO STUD, it ELEVATION W SECTION •w � W dead w.n Ma6N TOTAL CONNECTORS twcNTomrl•uTE SX[AR CONNECTORS REGISTERED DESIGN PROFESSIONAL ISPERMITTED 70 MODIFY DETAILS FOR SPECCIFIC CONDITIONS. V/ O Z �IL � O V Lu j W rQ 1S WALL 4 (2 each aide) LTP4 OR A36 —I8'WALL 4(2 each aide) LTP4 OR ASS 21' WAIL a (3 each side LTP4 OR A35 24' WALL 6 (3 each aide) LTP4 OR A35 m BALLOON FRAMING TOP OF WALL CONNECTION 4 y 0 0 0 0 • g PLACE SSW PANEL OVER THE THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). FULL HEIGHT STUDS (DESIGN USE 14'i WRENCH / SOCKET FOR 1' NUT A T BY OTHERS FOR OUT -OF -PLANE NUTS SHALL BE SNUG TIGHT. `I-►xK`Llll WIND OR SEISMIC LOADING) 2-ZIB DO NOT USE AN IMPACT WRENCH. MINIMUM EACH SIDE WITH 10d NAILS AT 18' OC STUD TO SSW NAILER STUD 111 �F HAS ANDSTUDTOS D. ATTOPOF WALL, SEE( „� !' •� � � .. ATE 9-21 —2009 �� 0000 J,( ,"' 'SCALE N.T.S. 1'0 ASTM A36 THREADED RODS. CR6CKSD (PROVIDED WITH SSWBF� �j7 9 1 SECURE THREADED RODS ' 0 F lurLT aa 2 OR 3 < HFXNUTS.(PROVIDED WITH SSWBFRT) CC AS ALTERNATE - USE IV WRENCH I SOCKET FOR Is NUT � �� TO TUBE WITH HEAVY�/�iBU �. � ) SSW3. REGISTERED DESIGN PROFESSIONAL 1� Gr IS PERMITTED TO MODIFY DETAILS NUTS SHALL BE SNUG TIGHT.L�-!l k FOR SPEOCIFIC CONDITIONS. DO NOT USE AN IMPACT WRENCH. S j •.t+ lAv''1,�A OF SHEETS JOB K0. BALLOON FRAMING 7 BALLOON FRAMING WALL TO WALL CONNECTION 5 E R a 0000 NAKS 0 0 0 0 0 0 0° 0 STUD W 5 0 0000 0 0 0 0° lob 0000 0000 0 II <L� • 11 a II I I B '' 11 II �� 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC COCONDITIONS, 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS,CONDITIONS,ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY 0 0 • COMPONENTS FOR THE STEEL STRONG, -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6, INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER 7, SIMPSON STRONGTIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES, 8. ALL HARDWARE CALLED OUT IS SIMPSON STRONGTIE. OF m m j 0 0 a 1. THE HE OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL F FOR THE ROUGH HEADER OPENING AT 44 GARAGE RETURN WALLS. ipp e H ROUGH &MIN. 18'-4'MAX 2.STEELSTHIMS E STRONGOT -WALL NOTES NOTES 6 l7 G STEEL STRONGWALL. 3, FURRING DOWN GARAGE HEADER MAY HEIGHT BE NECESSARY FOR CORRECT ROUGH v Z (n OPENING HEIGHT. Z � W 44O c u STEEL STRONGWALLu c 0IU6 o 3 (EXTERIOR FACE) 3 ssw+ ssw+ F W W 81M. SIM. �/� F w V/ (nZ e H H .. CURB a CURB J W -J W IIm F � STEEL STRONG -WALL DOUBLE WALL PORTAL 2 U) L NOTE: • LOAD PATH DESIGN AND FULL LENGTH GARAGE HEADER LL FAN 3,' MIIN WDDTH HEADER BY DESIGNER SEE. SEE FOR MULTIPLY 160 COMMON NAILING. SEE SIDE S91Y SSY HEADER BY OTHERS. VIEWS FOR SPACING. GARAGE HEADER 2 PLY &12 MIN WITH J'x' ROUGH HEADER REQUIREMENTSOUGH OPENING HEIGHTSHEATHING BETWEEN PLV3 4 ROUGH OPENING HEIGHT 3 91M. MODEL N ROUGH Na CURS OPENING HEIGHT SSW12x7 St'i 7'-13'i SSW16x7 SSWtBx7 B' T-Y SSW12x7A 9SW15x7A 0' T-1w 93W18x7A SSW18c8 SW 9'-2i'i SSWt6xa sswlaxa e• a• -a.• OR2 PLY 1%k11%'MINLVL . INSTALL SDSY4&4ya (2 PLY LVL SHOWN) SCREWS. SEE SIDE VIEWS NUMBER&SPACING NOTE: (SCREWS BY INSTALLER) MULTIPLY HEADERS MAY BE REGISTERED DESIGN PROFESSIONAL USED WITH STEEL STRONG IS PERMITTED TO MODIFY DETAILS WALL FOR WIND DESIGNS OR FOR SPECIFIC CONDITIONS. IN SEISMIC DESIGN CATEGORIES A-C (IBC & IRC) ONLY kFOR 4�4'SCREWS ROVIDED WITH WALL NOTE: SSW PORTAL STRAP NOT SHONTI SSW MULTIPLY HEADER CROSS SECTION FOR CLARITY. REFER TO 3,' MIIN WDDTH HEADER BY DESIGNER SEE. SEE FOR MULTIPLY 160 COMMON NAILING. SEE SIDE S91Y SSY HEADER BY OTHERS. VIEWS FOR SPACING. GARAGE HEADER 2 PLY &12 MIN WITH J'x' ROUGH HEADER REQUIREMENTSOUGH OPENING HEIGHTSHEATHING BETWEEN PLV3 4 ROUGH OPENING HEIGHT 3 91M. MODEL N ROUGH Na CURS OPENING HEIGHT SSW12x7 St'i 7'-13'i SSW16x7 SSWtBx7 B' T-Y SSW12x7A 9SW15x7A 0' T-1w 93W18x7A SSW18c8 SW 9'-2i'i SSWt6xa sswlaxa e• a• -a.• OR2 PLY 1%k11%'MINLVL . INSTALL SDSY4&4ya (2 PLY LVL SHOWN) SCREWS. SEE SIDE VIEWS NUMBER&SPACING NOTE: (SCREWS BY INSTALLER) MULTIPLY HEADERS MAY BE REGISTERED DESIGN PROFESSIONAL USED WITH STEEL STRONG IS PERMITTED TO MODIFY DETAILS WALL FOR WIND DESIGNS OR FOR SPECIFIC CONDITIONS. IN SEISMIC DESIGN CATEGORIES A-C (IBC & IRC) ONLY kFOR 4�4'SCREWS ROVIDED WITH WALL NOTE: SSW PORTAL STRAP NOT SHONTI SSW MULTIPLY HEADER CROSS SECTION FOR CLARITY. REFER TO OR2 PLY 1%k11%'MINLVL . INSTALL SDSY4&4ya (2 PLY LVL SHOWN) SCREWS. SEE SIDE VIEWS NUMBER&SPACING NOTE: (SCREWS BY INSTALLER) MULTIPLY HEADERS MAY BE REGISTERED DESIGN PROFESSIONAL USED WITH STEEL STRONG IS PERMITTED TO MODIFY DETAILS WALL FOR WIND DESIGNS OR FOR SPECIFIC CONDITIONS. IN SEISMIC DESIGN CATEGORIES A-C (IBC & IRC) ONLY kFOR 4�4'SCREWS ROVIDED WITH WALL NOTE: SSW PORTAL STRAP NOT SHONTI SSW MULTIPLY HEADER CROSS SECTION FOR CLARITY. REFER TO S 7 A z HEADER SUPPORT POST 1, THE HEIGHT OF THE GARAGE CURB '. MI STRAP INSTALUTION. (BY DESIGNER) ABOVE THE GARAGE SLAB IS CRITICAL we FOR THE ROUGH HEADER OPENING AT 2• TYR 2• GARAGE RETURN WALLS. 3 2. SHIMS ARE NOT PROVIDED WITH O INSTALL SDS 114W 1/7' SCREWS STEEL STRONG -WALL HORIZONTALLY THROUGH LVL OR 3, FURRING DOWN GARAGE HEADER MAY 4 2 x LUMBER HEADER PLVS. 4 SCREWS BE NECESSARY FOR CORRECT ROUGH TOTAL FOR SSW12.8 SCREWS TOTAL OPENING HEIGHT. FOR SSW 15, SSW1B, SSW21 AND SSW24. STH010 + O SUS 11400It' SCREWS PROVIDED HGLDOWN SHOWN WRH WALL (1000b UPLIFT CAPICITY MIN.) FASTENO COMMON NAILSLYS T 16m D.C.WITH ALONG COMMON NAILS AT 16' O.ALONG EACH 1 2 EDGEOFBEAM. O1TJ3Y SHEATHING BETWEEN U 2x HEADER PLYS SHALL MATCH HEADER J STEEL STRONG -WALL DEPTH AND EMEND FULL WIDTH OF SIDE VIEW (SSWIBSHOWN) SSW, MINIMUM* moo rn SSW WITH MULTIPLY HEADER v zvo rn ava, z I:icn m IU—. 0g STEEL STRONG -WALL SINGLE WALL PORTAL 7 MULTI -PLY HEADERS 5 o3Q00 W4O4N4v 1, STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY •SIMPSON STRONGTIE COMPANY, INC. O� J W 'HOME OFFICE: 59M % LAS POSITAS BLVD, , PLEASANTON, CA 94588 TEL: (BOD) 999-M, FAX: (925) 847-1597, TIMPSON STRONG -TIE COMPANY, INC.' IS AN ISO 9001 REGISTERED COMPANY, 310 MINMOTH HEADER BY DESIGNER 2, USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT, GARAGE HEADER 3, THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. OESIGNOFT14E • J SEE .SEE Syy FOR MULTIPLY BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM E38 ROUGH OPENING HEIGHT • THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER 4 HEADER REQUIREMENTS 4 4 gSW SSW4 PORTAL STRAP AND #14 SELF -DRILLING SCREWS (PROVIDED WITH SSWP-Kn PORTAL STRAP AND N4 SELF -DRILLING SCREWS (PROVIDED WITH SSWPa(n 0 0 LSTA24 STRAP (MIN.) AT SEAM TO POST 8' MIN. I6' - 4' MAX. - STEEL STRONG-WALL FACE) COLUMN BASE (BY DESIGNER) H CURB i . MODEL MODEL N ROUGH CE SSW PANEL OVER DETAILS ABOVE HEADER TO (BY DESIGNER) HE ANCHOR BOLTS AND BE PROVIDED BY DESIGNER MINIMUM SIZE SMALL BE: CURE WITH HEAVY 4x12 DFL NUTS. (PROVIDED) 3 10B7(12 GILD `u E 1Y.' WRENCH /SOCKET FOR 3/4' NUT ALTERNATE HEADERS A CWED. �C r E1%' WRENCH I SOCKET FOR I' NUT FIELD NAIL PORTAL STRAP — FOR DESIGNER) S SHALL BE SNUG TIGHT. TO HEADER WITH (10)100(2Y MIN. NAILS. FOR MULIPLY HEADER REQUIREMENTS NOT USE AN IMPACT WRENCH, FASTEN STRAP TO PANEL 5 WITH (4)#14 SELF -DRILLING SCREWS. SEE (SCREWS PROVIDED WITH SSWP-KT) Of 1 4 ALIGN NOTCH ON STRAP .r - DATE 4 '0 SSW1 SSW1 WITH BOTTOM OF HEADER 9-21-2009 •� Jglp .a x4 SEEe TOeFOR SDSYi )L31i SCREWS � \� r�' ANCHORAGE SOLUTIONS (PROVIDED) 71W MAX. SHIM ALLOWED BETWEEN 4^ _i___ + SCATS II . • y. PANEL AND BEAM (NOT SHOWN} (� J N.T.S. U • e - 4� < • NOTE: PORTAL STRAP AND CHECKED STRAPS MUST BE INSTALLED S14 SELF -DRILLING SCREWS, REGISTERED DESIGN PROFESSIONAL ON EXTERIOR FACE OF SSW (PROVIDED WITH SSWP-Kn SH6T IS PERMITTED TO MODIFY DETAILS PANEL, POSITION HEADER O O FOR SPECIFIC CONDITIONS. FLUSH WITH EXTERK A STEEL 3TRONGWALL FACE OF SSW PANEL. (EXTERIOR FACE) 1 .p 3788bu ti SS OF sHMBT3 20B N0. BASE PLATE CONNECTION 3 TOP OF WALL CONNECTION 4