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Report (52) John Hodge,P.E 2012 IBC LATERAL ENGINEERING2615JahnAVe.N.W. Suite E-5 FOR: URBAN REVIVAL, LLC Gig Harbor,WA98335 PLAN: 2431 PhDrle:(253)857-7055 Fax(253)857-7599 SITE CRITERIA PROJECT NUMBER DESIGN WIND WIND (IBC)SEISMIC SOIL RISK 151002 ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 25 PSF 120 MPH C D D II DATE SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. 01.20.�1j■6 PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE SI RESPONSE Ss REVISION■ 04.11.16 <15% NONE NONE 0.426g 0.990g 380 FT 111111 IIIIII /I L_J I I, MIMI 11111 �■❑r III 1.o II III IIII _I MEM = mi OilA STA P MUST i :E VALID !'`/•'Y'\` ,\ /: )- i — .�l�G \/A A 'L/,�vvv\�, '-�`, ? v 2016 \ — ' n� A \ SITE: � \ \ ; II ,+\\AA 6810 SW WALNUT TERRACE r?.-,e \\\\ ` 1 i i ,-)` TIGARD,OR 97223 -0 \'\,`irk, \�' 1 ,;jr' ¢f'� >> 1 \1 , \\\ \ \fly '-.11 1 TRUSS MANUFACTURER SHOP ��'v''`� --1 DRAWINGS PROVIDED FOR 1 IA,'- v v �_� ', ENGINEERING REVIEW: 160028 � �h�� �'._ SINGLE SITE ENGINEERING - �e4�Mc. THIS ENGINEERING IS FOR UNLESS N ONOT�� PERMIT THE SITE AND CONDITIONS DO NOT ACCEPT COPY LISTED ABOVE ONLY /^s' ^('' 1 of 27 LATERAL L.3.AL ENG�NEERiNG ONLY TABLE OF CONTENTS Project and Site Information - Engineering Methods Explanation (2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Wind Speed Determination -Applied Technology Council - Seismic' Spectral Response- USGS Design Maps Summary Report - Satellite Image of Building Site and Surrounding Area - Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) Lateral Analysis - Project Lateral Information-Design Settings and Site Information - Woodworks®Shearwall Lateral Analysis-Layout and Uplift by Floor - Design Summary- Shear Wall Design and Hold Downs - Shear Results for Wind -Critical Response Summary - Shear Results for Seismic-Critical Response Summary - Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) - Plan Specific Lateral Items Gravity Load Analysis (Provided by Designer) - Forte®Job Summary Report List of Beams and Headers Post Capacities Tables - Toe Nail-Rim to Top Plate Connection - Toe Nail-Joist to Top Plate Connection - Typical Top Plate Splice Calculation - Plan Specific Gravity Items Foundation (Provided by Designer) e - - - _- - - _ _ -- - - Plan Specific Foundation Items ' 2012 International Building Code(IBC) 2 of 27 Hodge engineering inc. 2012 IBC Lateral Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering calculations (not gravity load engineering). Hodge Engineering was not contracted for gravity load engineering for this project. Where gravity load engineering (foundation, beam, post, etc.) has been or is to be completed by others Hodge Engineering has recommended that the engineering be completed by an experienced licensed engineer. Hodge Engineering has not reviewed any gravity load engineering provided by others. The enclosed engineering calculations document the lateral analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the lateral engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral 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. The structural elements are wall and floor 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, Si 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 heightRequired shearwall are determined. Re uired shear strength for shearwall is hin and nailingpatterns are chosen to resist design loads. Holdowns calculated then sheathing 9 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 load engineering has been or is to be completed by others. Hodge Engineering has not been asked to review the gravity load engineering. Gravity loads from snow, structure, occupants, etc. meeting the load tables of the 2012 IBC must be traced through the structure. Load supporting members should be numbered and calculations provided to the Plans Examiner for review. Loads to the foundation or soil should have reinforced footings where required. 3 of 27 Hodge engineering ineerin Inc. � g Snow Loading Calculation Site: 6810 SW Walnut Terrace Tigard, OR 97223 Plan: 2431 Job: 151002 Following: - ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pg: (ASEC 7-10 7.2 Extreme value statistical analysis using 2%annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Elevation = 380 ft. Ground snow load = NGSL x elevation = 0.050 * 380= 14 psf= pg SEAO Snow Load Analysis for Oregon = 10 psf Roof Snow Load pf: ASCE 7-10 7.3 Flat roof snow load pf= 0.7CeCtlpg ASCE 7-10 7.3.1 Ce is the exposure factor= 1.2 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor= 1.1 for heated residences (table 7.3) ASCE 7-10 7.3.3 I is the importance factor= 1.0 for residences ASCE 7-10 7.4 Sloped roof snow loads- no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12—no unbalanced snow loading pf= 0.7CeCtlpg =0.7 * 1.2 * 1.1 * 1.0 * 14 psf= 12.936 psf Minimum roof snow load 25 psf. "Snow load to be approved by the authority having jurisdiction..."ASCE 7-10 7.2 Fk 10 4'41 � _� i1tii Hodge Engineering, Inc. John E. Hodge P. i 615 Jahn Ave NW Ste.I-5 Gig Harbor,WI oy 7335 (253)857-7055 Fax('2 53)857-7599 December 5, 2013 11 State of Oregon Division . . 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P''..,!'1....:•:,..:•:-JACKB :.::::::::::::::::: :........ :: .t: ::::::::::::t.:::•:: ::::.:.:.fiy...........:.:.::::::::::x.::: I I 1 i A::::::g,:::::::::.•:•:•:::•:•::::::::::4:•:::::::::::,,:::;:::::::::::::::::t:i:::::::i::::::::::::: I 42 : ' : : ::: ?:..E: :.:.:.::.::..:::'..:.:.::.:.:T:..:.::::::::::::: --42 I I I I I I 1 4 i fq 1 isi 1 • i 1 I i••• N N N i•-1 b 7:7, .g 0D. .7: 1. All areas with full exposure to ocean winds shall be designed to the highest wind speed for that Risk Catagory. 2. Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed to the highest wind speed for that Risk Catagory. RISK CATAGORY I RISK CATAGORY II RISK CATAGORY III & IV 125 mph A 135 mph A 145 mph I. 115 mph .777=7 ...•.•......-.•..... ......%:.:'::'::':',. 120 mph 130 130 mph ............ 100 mph 110 mph 115 mph For SI: 1 mile per hour = 0.44 m/s ULTIMATE DESIGN WIND SPEED, Vult BASED ON RISK CATAGORY This map is a compilation of all 3 wind speed maps based on Risk Catagory in the 2014 OSSC. Refer to the actual maps in the code for exact code language. Page 5 8 of 27 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS-04.06.16.wsw WoodWorks®Shearwalls 10.42 Apr.7,2016 10:21:30 Level 1 of 2 65' N Cb 0.,-6---4. � 70� 706, 70) F 1 70� 706 706 70� V07 60' O 9 0 7 O G O IC; I� Lo l Ml 55' nPti w 50' ti 'L,`E1 N9' ... , h45' N L___ 6 40' Nt 01' D-1 35' lryti ry C-3 19' .,,,76,C-2 ND,,, ^n,cz 30 Qd, 76 s6 0v 00 AO 12842 C_1 Op` cv r ^O 25' s7 vS0 ND„> ` ,�'l v 6, 6, Vi, A20 51,0 .‘ 3 �a 20' 93)0 15' Acb ALO ■rL rL r> 10' I 5' Kt (76 O(1,ti 6p�h ti��p k4966A 1 ■ _._..�ti�pA 0' 92 0u��S 9207 9077 23' --- Factored shearline force(lbs) t f I} Unfactored applied shear load(plf) -5' • Factored holddown force(lbs) 0-0 Unfactored dead load(plf,lbs) •C Compression force exists 0-0 Unfactored uplift wind load(plf,lbs) ■ Vertical element required —"II Applied point load or discontinuous,shearline force(lbs) Loads Shown:&V;Forces:406W+0.645' 20' 25' 30' 35' 40' 43ange=S.... ted wall(s) 9 of 27 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS-04.06.16.wsw WoodWorks®Shearwalls 10.42 Apr.7,2016 10:21:30 Level 2 of 2 65' 77770, 70G 70> F-1 70,, 700 70G 70S v3, 60' S v' O 9 u? 7 7 O 6 9 ,!NLO lC0 Nl N 55' ti ,� 50 ' ti E-1 t> 45' N u' 40' D-1 1 ',I 35' N '°j C-2 ^ ^gcb 30 L rrr a `� FV C-3 7j , ?O SO .7090 C-1 N OR f am ' 0 25' 0- ,� z 20' I 15, ro An Acb 10' I I �'1 2629 A_15�°j MINIIIIIIIIIIIIIINIII MN X92 °�° °7� 2s9u Factored shearline force(lbs) Mt Unfactored applied shear load(plf) -5' • Factored holddown force(lbs) 0-0 Unfactored dead load(plf,lbs) •C Compression force exists 0-0 Unfactored uplift wind load(plf,lbs) • Vertical element required --{I Applied point load or discontinuous shearline force(lbs) Logds Shown:yU;Forces:( W+0.601.5' 20' 25' 30' 35' 40' tq`tange=Sejted wall(s) 10 of 27 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS-04.06.16.wsw WoodWorks®Shearwalls 10.42 Apr.7,2016 10:21:30 Level 1 of 2 65' ilk 72�6 2912 �2p ?o ?� F 1 2� yid jig, Bio *`,N 60' b 55' b 3 11 50' ^�� M1 O 1 �,\ib E-1 akfe 45' N u, _ 40' ,O h43 tx D-1 35' C-3 03771 C-2 6 OffN 30' 76 c (9, c9 28 X10 C-1 N b^ 2 '� N A i 0 25' A 211111 20' 01 in 15' • ti INN A 10' I txcoq?te co 5, 0 M :li I �0'13A-1 Op,D: Mill a 0' ,9 7F`�� 7g2� 979 'O`9� 0`9P -- Factored shearline force(lbs) 1111 Unfactored applied shear load(plf) -5' li Factored hoiddown force(lbs) 0—® Unfactored dead load(plf,lbs) •C Compression force exists ----{I Applied point load or discontinuous shearline force(lbs) ■ Vertical element required Lois Shown: le;Forces.i 7E+0.6E ;g=pQe+1:02 Sds D;14131S)=1.0;p(FW)=1.03$ds=0.7340' Wjange=Se ted wall(s) 11 of27 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS-04.06.16.wsw WoodWorks®Shearwalls 10.42 Apr.7,2016 10:21:30 Level 2 of 2 65' irmataamat rL p9 2 20 20 ; F-1 -27 '� ,r0 ,D io 60' 11 b 55 <$ ‘b 50'ii31 M El �,�'h I 45 N1 • 40' D-1 Fl 1II I 35' 5 nJ I42:3 C 2 �u u o o; 30' Ea ■ r N i 70: C-3 0 va,r`-.; C1 ,5� 'hM • MI ern cb 25, ti7" 07S i ^�O 0� A 9 irh� 1 20' r 15' A u, ^got X00 10' I I 0, 5' NA Cb p6i 1954.. A-1 �4 4> 0' 7Q2, 7 '09 'O9 --- Factored shearline force(lbs) Lill Unfactored applied shear load(plf) -5' h. Factored holddown force(lbs) 0-0 Unfactored dead load(plf,lbs) •C Compression force exists — I Applied point load or discontinuous shearline force(lbs) • Vertical element required Lc ds Shown:9e;Forces::*7E+0.6Dr =pQe+j2 Sds D;rE($IS)=1.0;OTW)=1.03$ds=0.7340' Q5ange=Sited wall(s) 12 of 27 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 10.42 LATERAL ANALYSIS-04.06.16.wsw Apr.7,2016 10:22:07 Project Information DESIGN SETTINGS 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 Modification 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% 6.00 5.00 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 when comb'd w/ wood panels Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall ForcelLength: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 120mph Risk Category Category II - All others Exposure Exposure C Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads:Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 0.430g Ss: 0.990g - - - Fundamental Period E-W N-S Site Location: - T Used 0.174s 0.174s Elev: 380ft Avg Air density: 0.0756 lb/cu ft Approximate Ta 0.174s 0.174s Rigid building - Static analysis Maximum T 0.243s 0.243s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity(%) 15 15 Fa: 1.10 Fv: 1.57 Loaded at 75% 13 of 27 Woodworks® Shearwalls LATERAL ANALYSIS -04.06.16.wsw Apr. 7, 2016 10:22:07 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev[ft] Depth[in] Height[ft] shrinkage fin] length[in] Ceiling 20.67 0.0 Level2 11.67 10.0 9.00 13.8 14.5 Levell 2.83 10.0 8.00 13.8 14.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions[ft] Face Type Slope Overhang[ft] Block 1 2 Story N-S Ridge Location X,Y= 25.00 0.00 North Gable 90.0 1.00 ExtentX,Y= 25.50 44.75 South Gable 90.0 1.00 Ridge X Location,Offset 25.00 -12.75 East Side 18.5 1.00 Ridge Elevation,Height 29.20 8.53 West Side 90.0 1.00 Block 2 2 Story N-S Ridge Location X,Y= 0.00 24.75 North Gable 90.0 1.00 Extent X,Y= 25.25 19.75 South Gable 90.0 1.00 Ridge X Location,Offset 25.25 12.63 East Side 90.0 1.00 Ridge Elevation,Height 29.12 8.45 West Side 18.5 1.00 Block 3 2 Story N-S Ridge Location X,Y= 0.00 44.75 North Gable 90.0 1.00 Extent X,Y= 50.50 15.50 South Joined 90.0 1.00 Ridge X Location,Offset 25.25 0.00 East Side 18.5 1.00 Ridge Elevation, Height 29.12 8.45 West Side 18.5 1.00 14 of 27 • WoodWorks® ShearWalIs LATERAL ANALYSIS-04.06.16.wsw Apr. 7, 2016 10:22:07 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in lbs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 4 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 6 12 Y 1,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,3 4 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 1,2,3 Legend: Grp—Wall Design Group number, used to reference wall in other tables Sur`—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 lb/in.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), 1-1/2"(lath&plaster, 1/2"fiberboard); 13 ga plasterboard=0.92"x 1- 1/8" Cooler or gypsum wallboard nail:5d=.086"x 1-5/8';6d=.092"x 1-7/8';8d=.113"x 2-3/8';6/8d=6d base ply, 8d face ply for 2-ply GWB. Drywall screws:No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df—Deformed nails(threaded or spiral), with increased withdrawal capacity Eg— Panel edge fastener spacing Fd— Field spacing interior to panels Bk—Sheathing is nailed to blocking at all panel edges; Y(es)or N(o) Apply Notes—Notes below table legend which apply to sheathing side 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. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 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 4 Hem-Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp—Wall Design Group b—Stud breadth(thickness) d—Stud depth(width) Spcg—Maximum on-centre spacing of studs for design,actual spacing may be less. SG—Specific gravity E—Modulus of elasticity Standard Wall-Standard wall designed as group. Notes: Check manufacture requirements for stud size,grade and specific gravity(G)for all shearwall hold-downs. 15 of 27 • • Woodworks® ShearwaIis LATERAL ANALYSIS -04.06.16.wsw Apr. 7, 2016 10:22:07 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group X[ft] Start End [ft] Wind Seismic [ft] Line 1 Level 2 Line 1 Seg 2 0.00 25.00 60.50 35.50 8.25 8.25 9.00 Wall 1-1 Seg 2 0.00 25.00 60.50 35.50 8.25 8.25 - Opening 1 - - 26.00 28.50 2.50 - - 3.00 Opening 2 - - 31.50 34.50 3.00 - - 3.00 Opening 3 - - 35.50 38.50 3.00 - - 3.00 Opening 4 - - 39.75 47.50 7.75 - - 3.00 Opening 5 - - 52.75 55.50 2.75 - - 3.00 Opening 6 - - 56.25 58.25 2.00 - - 3.00 Level 1 Line 1 Seg 2 0.00 25.00 60.50 35.50 35.50 35.50 8.00 Wall 1-1 Seg 2 0.00 25.00 60.50 35.50 35.50 35.50 - Line 2 Level 2 Line 2 NSW 18.25 25.00 28.75 3.75 0.00 0.00 9.00 Wall 2-1 NSW 18.25 25.00 28.75 3.75 0.00 0.00 - Level 1 Line 2 NSW 18.25 25.00 28.75 3.75 0.00 0.00 8.00 Wall 2-1 NSW 18.25 25.00 28.75 3.75 0.00 0.00 - Line 3 Level 2 Line 3 Seg 2 25.25 0.00 60.50 60.50 18.25 18.25 9.00 Wall 3-1 Seg 2 25.25 0.00 28.75 28.75 18.25 18.25 - Opening 1 - - 3.00 6.50 3.50 - - 3.00 Opening 2 - - 7.50 11.00 3.50 - - 3.00 Opening 3 - - 20.50 23.00 2.50 - - 3.00 Level 1 Line 3 Seg 4 26.60 0.00 60.50 60.50 13.75 13.75 8.00 Wall 3-2 Seg 4 25.00 20.50 28.75 8.25 8.25 8.25 - Wall 3-1 Seg 4 27.25 0.00 20.50 20.50 5.50 5.50 - Opening 1 - - 2.75 17.75 15.00 - - 3.00 Line 4 Level 2 Line 4 Seg 2 37.25 0.00 60.50 60.50 0.00 0.00 9.00 Wall 4-1 Seg 2 37.25 29.00 35.75 6.75 0.00 0.00 - Opening 1 - - 31.25 34.00 2.75 - - 3.00 Line 5 Level 2 Line 5 Seg 2 47.85 0.00 60.50 60.50 18.75 18.75 9.00 Wall 5-2 Seg 2 44.25 35.75 45.00 9.25 0.00 0.00 - Opening 1 - - 37.00 39.50 2.50 - - 3.00 Opening 2 - - 41.00 43.25 2.25 - - 3.00 Wall 5-1 Seg 2 49.00 0.00 29.00 29.00 18.75 18.75 - Opening 1 - - 3.00 6.50 3.50 - - 3.00 Opening 2 - - 7.75 11.00 3.25 - - 3.00 Opening 3 - - 22.50 24.75 2.25 - - 3.00 Level 1 Line 5 Seg 2 48.04 0.00 60.50 60.50 36.75 36.75 8.00 Wall 5-2 Seg 2 44.25 35.75 44.75 9.00 9.00 9.00 - Wall 5-1 Seg 2 49.00 0.00 35.75 35.75 27.75 27.75 - Opening 1 - - 3.00 6.50 3.50 - - 3.00 Opening 2 - - 7.50 11.00 3.50 - - 3.00 Line 6 Level 2 Line 6 Seg 2 50.50 45.00 60.50 15.50 15.50 15.50 9.00 Wall 6-1 Seg 2 50.50 45.00 60.50 15.50 15.50 15.50 - Level 1 Line 6 Seg 2 50.50 44.75 60.50 15.75 15.75 15.75 8.00 Wall 6-1 Seg 2 50.50 44.75 60.50 15.75 15.75 15.75 - East-west Type Wall Location Extent[ft] Length FHS[ft] Height Shearlines Group Y[ft] Start End [ft] Wind Seismic [ft] Line A Level 2 Line A Seg 2 0.00 25.25 49.00 23.75 9.50 9.50 9.00 Wall A-1 Seg 2 0.00 25.25 49.00 23.75 9.50 9.50 - Opening 1 - - 26.50 33.50 7.00 - - 3.00 Opening 2 - - 39.75 41.75 2.00 - - 3.00 Opening 3 - - 43.75 45.75 2.00 - - 3.00 16 of 27 Woodworks® Shearwalls LATERAL ANALYSIS -04.06.16.wsw Apr.7, 2016 10:22:07 SHEARLINE,WALL and OPENING DIMENSIONS(continued) Level 1 Line A Seg 1 0.00 27.25 49.00 21.75 11.75 11.75 8.00 Wall A-1 Seg 1 0.00 27.25 49.00 21.75 11.75 11.75 - Opening 1 - - 28.50 30.25 1.75 - - 3.00 Opening 2 - - 30.75 32.25 1.50 - - 3.00 Opening 3 - - 44.00 45.50 1.50 - - 3.00 Opening 4 - - 46.00 47.50 1.50 - 3.00 Line B Level 1 Line B Seg 2 20.50 25.00 49.00 24.00 0.00 0.00 8.00 Wall B-1 Seg 2 20.50 25.00 27.25 2.25 0.00 0.00 - Line C Level 2 Line C Seg 1 26.98 0.00 49.00 49.00 14.75 14.75 9.00 Wall C-1 Seg 1 25.00 0.00 18.25 18.25 3.00 3.00 - Opening 1 - - 3.00 6.00 3.00 - - 3.00 Opening 2 - - 7.00 10.00 3.00 - - 3.00 Opening 3 - - 10.50 14.00 3.50 - - 3.00 Opening 4 - - 14.75 17.25 2.50 - - 3.00 Wall C-2 Seg 1 28.75 18.25 25.25 7.00 0.00 0.00 - Opening 1 - - 19.50 22.25 2.75 - - 3.00 Opening 2 - - 22.75 24.50 1.75 - - 3.00 Wall C-3 Seg 1 29.00 37.25 49.00 11.75 11.75 11.75 - Level1 Line C Seg 1 27.32 0.00 49.00 49.00 37.25 37.25 8.00 Wall C-1 Seg 1 25.00 0.00 18.25 18.25 18.25 18.25 - Wall C-2 Seg 1 28.75 18.25 25.00 6.75 6.75 6.75 - Wall C-3 Seg 1 • 30.00 25.00 37.25 12.25 12.25 12.25 - Line D Level 2 Line D NSW 35.75 37.25 49.00 11.75 0.00 0.00 9.00 Wall D-1 NSW 35.75 37.25 44.25 7.00 0.00 0.00 - Opening 1 - - 40.75 43.00 2.25 - - 3.00 Level 1 Line D NSW 35.75 37.25 49.00 11.75 0.00 0.00 8.00 Wall D-1 NSW 35.75 44.25 49.00 4.75 0.00 0.00 - Line E Level 2 Line E NSW 44.75 44.25 50.50 6.25 0.00 0.00 9.00 Wall E-1 NSW 45.00 44.25 50.50 6.25 0.00 0.00 - Level1 Line E NSW 44.75 44.25 50.50 6.25 0.00 0.00 8.00 Wall E-1 NSW 44.75 44.25 50.50 6.25 0.00 0.00 - Line F Level 2 Line F Seg 2 60.50 0.00 50.50 50.50 28.25 28.25 9.00 Wall F-1 Seg 2 60.50 0.00 50.50 50.50 28.25 28.25 - Opening 1 - - 3.00 9.50 6.50 - - 3.00 Opening 2 - - 15.00 21.25 6.25 - - 3.00 Opening 3 - - 26.50 31.25 4.75 - - 3.00 Opening 4 - - 38.00 42.75 4.75 - - 3.00 Level 1 Line F Seg 2 60.50 0.00 50.50 50.50 50.50 50.50 8.00 Wall F-1 Seg 2 60.50 0.00 50.50 50.50 50.50 50.50 - Legend: Type-Seg=segmented, Prf=perforated,NSW=non-shearwall Location-dimension perpendicular to wall FHS-length of full-height sheathing used to resist shear force Wall Group-Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 17 of 27 WoodWorks® Shearwalis LATERAL ANALYSIS-04.06.16.wsw Apr. 7, 2016 10:22:07 Design Summary SHEARWALL DESIGN Wind Shear Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Out-of-plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads,Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads,Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads,Flexible Diaphragm Under-capacity hold-downs were found on the following walls: Level 1:3-1,3-2 Seismic Loads,Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift(NBC 4.1.8.13(3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 18 of 27 • Woodworks® ShearwaIis LATERAL ANALYSIS -04.06.16.wsw Apr. 7, 2016 10:22:07 Flexible Diaphragm Wind Design ASCE 7 Directional(All Heights)Loads SHEAR RESULTS N-S W For HM-Cub ASD Shear Force[pit] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line 1 Level 2 Lnl, Lev2 2 S->N 1.0 1881 228.0 228.0 339 1.00 S 339 2793 0.67 2 N->S 1.0 2035 246.6 246.6 339 1.00 S 339 2793 0.73 Level 1 Lnl, Levl 2 S->N 1.0 3861 108.7 108.7 339 1.00 S 339 12017 0.32 2 N->S 1.0 4014 113.1 113.1 339 1.00 S 339 12017 0.33 Line 3 Level 2 Ln3, Lev2 2" S->N 1.0 5521 302.5 302.5 339 1.00 S 339 6178 0.89 2" N->S 1.0 6118 335.2 335.2 339 1.00 S 339 6178 0.99 Level 1 Ln3, Levl 4" S->N 1.0 9317 - 677.6 833 1.00 S 833 11458 0.81 4" N->S 1.0 9914 - 721.0 833 1.00 S 833 11458 0.87 Wall 3-2 4" S->N 1.0 5590 677.6 677.6 833 1.00 833 6875 0.81 4" N->S 1.0 5948 721.0 721.0 833 1.00 833 6875 0.87 Wall 3-1 4" S->N 1.0 3727 677.6 677.6 833 1.00 833 4583 0.81 4" N->S 1.0 3965 721.0 721.0 833 1.00 833 4583 0.87 Line 5 Level 2 Ln5, Lev2 2 S->N 1.0 2558 - 136.4 339 1.00 S 339 6347 0.40 2 N->S 1.0 2727 - 145.5 339 1.00 S 339 6347 0.43 Wall 5-2 2 Both 1.0 0 339 1.00 339 - - Wall 5-1 2 S->N 1.0 2728 136.4 136.4 339 1.00 339 6347 0.40 2 N->S 1.0 2909 145.5 145.5 339 1.00 339 6347 0.43 Level 1 Ln5, Levl 2 S->N 1.0 5296 - 144.1 339 1.00 S 339 12441 0.43 2 N->S 1.0 5466 - 148.7 339 1.00 S 339 12441 0.44 Wall 5-2 2 S->14 1.0 1297 144.1 144.1 339 1.00 339 3047 0.43 2 N->S 1.0 1339 148.7 148.7 339 1.00 339 3047 0.44 Wall 5-1 2 S->N 1.0 4143 144.1 144.1 339 1.00 339 9394 0.43 2 N->S 1.0 4276 148.7 148.7 339 1.00 339 9394 0.44 Line 6 Level 2 Ln6, Lev2 2 S->N 1.0 126 8.1 8.1 339 1.00 S 339 5247 0.02 2 N->S 1.0 127 8.2 8.2 339 1.00 S 339 5247 0.02 Level 1 Ln6, Levi 2 S->N 1.0 336 21.3 21.3 339 1.00 S 339 5332 0.06 2 N->S 1.0 338 21.4 21.4 339 1.00 S 339 5332 0.06 E-W W For HM-Cub ASD Shear Force[pit] Allowable Shear[plt] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line A Level 2 LnA, Lev2 2 W->E 1.0 2629 276.7 276.7 339 1.00 S 339 3216 0.82 2 E->W 1.0 2265 238.4 238.4 339 1.00 S 339 3216 0.70 Level 1 LnA, Levl 1 W->E 1.0 4966 422.6 422.6 495 1.00 S 495 5813 0.85 1 E->W 1.0 4602 391.6 391.6 495 1.00 S 495 5813 0.79 Line C Level 2 LnC, Lev2 1" W->E 1.0 7090 - 480.7 495 1.00 S 495 7298 0.97 1" E->W 1.0 6817 - 462.2 495 1.00 S 495 7298 0.93 Wall C-1 1" W->E 1.0 3004 480.7 480.7 495 1.00 495 1484 0.97 1" E->W 1.0 2889 462.2 462.2 495 1.00 495 1484 0.93 Wall C-2 1" Both i.0 0 495 1.00 495 - - Wall C-3 1" W->E 1.0 5648 480.7 480.7 495 1.00 495 5813 0.97 1" E->W 1.0 5430 462.2 462.2 495 1.00 495 5813 0.93 Level 1 LnC, Levl 1 W->E 1.0 12842 - 344.8 495 1.00 S 495 18430 0.70 1 E->W 1.0 12569 - 337.4 495 1.00 S 495 18430 0.68 Wall C-1 1 W->E 1.0 6292 344.8 344.8 495 1.00 495 9029 0.70 1 E->W 1.0 6158 337.4 337.4 495 1.00 495 9029 0.68 Wall C-2 1 W->E 1.0 2327 344.8 344.8 495 1.00 495 3340 0.70 1 E->W 1.0 2278 337.4 337.4 495 1.00 495 3340 0.68 19 of 27 • Woodworks® Shearwalls LATERAL ANALYSIS -04.06.16.wsw Apr.7, 2016 10:22:07 SHEAR RESULTS(flexible wind design,continued) Wall C-3 1 W->E 1.0 4223 344.8 344.8 495 1.00 495 6061 0.70 1 E->W 1.0 4133 337.4 337.4 495 1.00 495 6061 0.68 Line F Level 2 LnF, Lev2 2 W->E 1.0 3207 113.5 113.5 339 1.00 S 339 9563 0.34 2 E->W 1.0 3203 113.4 113.4 339 1.00 S 339 9563 0.33 Level 1 LnF, Levl 2 W->E 1.0 6030 119.4 119.4 339 1.00 S 339 17095 0.35 2 E->W 1.0 6025 119.3 119.3 339 1.00 S 339 17095 0.35 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 design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. 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 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by 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 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int and ext. unit shear capacity inc.perforation factor. V-For wall:Sum of combined shear capacities for all segments on wall.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. "S"indicates that the seismic design criterion was critical in selecting wall. 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. 20 of 27 WoodWorks® Shearwalls LATERAL ANALYSIS -04.06.16.wsw Apr. 7, 2016 10:22:07 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[lbs] Diaphragm Force Fpx[lbs] [lbs] [sq.ft] E-W N-S E-W N-S 2 59080 2207.0 8402 8402 8578 8578 1 43728 2248.9 3080 3080 6349 6349 All 102809 - 11483 11483 - - Legend: Building mass—Sum of all generated and input building masses on level=wx in ASCE 7 equation 12.8-12. Storey shear—Total unfactored(strength-level)shear force induced at level x, =Fx in ASCE 7 equation 12.8-11. 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 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.73; Ev=0.145 D unfactored;0.102 D factored;total dead load factor:0.6-0.102=0.498 tension, 1.0+0.102=1.102 compression. 21 of 27 Woodworks® Shearwalls LATERAL ANALYSIS-04.06.16.wsw Apr. 7, 2016 10:22:07 SHEAR RESULTS(flexible seismic design) N-S W For HIW-Cub ASD Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line 1 Level 2 Lnl, Lev2 2 Both .67 1163 141.0 141.0 161 1.00 S 161 1330 0.87 Level 1 Lnl, Levl 2 Both 1.0 1664 46.9 46.9 242 1.00 S 242 8584 0.19 Line 3 Level 2 Ln3, Lev2 2 Both .67 2729 149.5 149.5 161 1.00 S 161 2942 0.93 Level 1 Ln3, Levl 4 Both 1.0 3633 - 302.0 595 1.00 S 595 8184 0.51 Wall 3-2 4 Both 1.0 2491 302.0 302.0 595 1.00 595 4910 0.51 Wall 3-1 4 Both .69 1142 207.6 207.6 409 1.00 409 2251 0.51 Line 5 Level 2 Ln5, Lev2 2 Both .67 1629 - 86.9 161 1.00 S 161 3023 0.54 Wall 5-2 2 Both 1.0 0 242 1.00 242 - - Wall 5-1 2 Both .67 1738 86.9 86.9 161 1.00 161 3023 0.54 Level 1 Ln5, Levl 2 Both 1.0 2238 - 75.1 242 1.00 S 242 8886 0.31 Wall 5-2 2 Both 1.0 676 75.1 75.1 242 1.00 242 2176 0.31 Wall 5-1 2 Both .75 1619 56.3 56.3 181 1.00 181 5032 0.31 Line 6 Level 2 Ln6, Lev2 2 Both 1.0 361 23.3 23.3 242 1.00 S 242 3748 0.10 Level 1 Ln6, Levl 2 Both 1.0 503 31.9 31.9 242 1.00 S 242 3808 0.13 E-W W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plf) Crit. Shearlines Gp Dir Int Ext V[lbs] vmax v Int Ext Co C Total V[lbs] Resp. Line A Level 2 LnA, Lev2 2 Both .72 954 100.4 100.4 175 1.00 S 175 1659 0.57 Level 1 LnA, Levl 1 Both 1.0 1321 112.4 112.4 353 1.00 S 353 4152 0.32 Line C Level 2 LnC, Lev2 1 Both .67 2763 - 201.0 236 1.00 S 236 3475 0.85 Wall C-1 1 Both .67 837 134.0 134.0 236 1.00 236 707 0.57 Wall C-2 1 Both 1.0 0 353 1.00 353 - - Wall C-3 1 Both 1.0 2361 201.0 201.0 353 1.00 353 4152 0.57 Level 1 LnC, Levl 1 Both 1.0 3776 - 101.4 353 1.00 S 353 13164 0.29 Wall C-1 1 Both 1.0 1850 101.4 101.4 353 1.00 353 6450 0.29 Wall C-2 1 Both 1.0 684 101.4 101.4 353 1.00 353 2385 0.29 Wall C-3 1 Both 1.0 1242 101.4 101.4 353 1.00 353 4329 0.29 Line F Level 2 LnF, Lev2 2 Both .67 2156 76.3 76.3 161 1.00 S 161 4554 0.47 Level 1 LnF, Levi 2 Both 1.0 2932 58.1 58.1 242 1.00 S 242 12211 0.24 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 design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. 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 for critical segment on wall. V-ASD factored shear force.For shearline:total shearline force.For wall:force taken by 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 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Strongest side only,X=Strongest side or twice weakest. Total-Combined int and ext. 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. 'W"indicates that the wind design criterion was critical in selecting wall. 22 of 27 Woodworks® ShearWalls LATERAL ANALYSIS-04.06.16.wsw Apr. 7, 2016 10:22:07 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. 23 of 27 A� PROJECT: Rim to Top Plate Connection PAGE : 1 of 1 � g a CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH a�ttq,1�3�"1111 i°1 JOB NO. : detail calc DATE : 2012 IBC REVIEW BY: JEH ToetNaiI i nl ion Desi+fin SOS ed cittiNDS2005 INPUT DATA&DESIGN SUMMARY NAIL TYPE(0=Common Wire, 1=Box,2=Sinker) 0 Common Wire Nail NAIL PENNY-WEIGHT(6d,7d,8d, 10d, 12d, 16d,20d,30d,40d,50d,60d) 16d LUMBER SPECIES (0=Douglas Fir-Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N),G=0.46 30' 2=Hem-Fir(N),3=Hem-Fir,4=Spruce-Pine-Fir) r LOAD DURATION FACTOR(Tab 2.3.2,NDS 2005,Page 8) CD= 1.6 WET SERVICE FACTOR(Tab 10.3.3,NDS 2005,Page 58) CM= 1.0 TEMPERATURE FACTOR(Tab 10.3.4, NDS 2005,Page 58) Ct= 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL = 166 Ibf ANALYSIS TOE-NAIL FACTOR(Sec 11.5.4.2,NDS 05, Page 78) Ctn= 0.83 NAIL LENGTH L = 3 1/2 in THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L/3 = 1 1/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos30°)-ts = 1.86 in NAIL DIAMETER D = 0.162 in THE PENETRATION FACTOR(Note 3,Tab 11N,NDS 2005,Page 97) Cd= 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N,PAGE 97,AS Z = 125 lbf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL IS Z = ZCDCMCtCdCt„ = 166 lbf Typical Nail Dimensions (Appendix L4, NDS 2005, Page 167) Type Penny-Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 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 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 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. 24 of 27 1 PROJECT: Joist to Top Plate Connection PAGE : 1 of 1 O'' ' vowCLIENT: Typical Floor to Floor Connection DESIGN BY: JEH ortGin fin_ 'u JOB NO. : detail calc DATE : 2012 IBC REVIEW BY: JEH ;o ,N ifi or n tt a itDes q BaS d on NDS: 005', INPUT DATA&DESIGN SUMMARY NAIL TYPE(0=Common Wire, 1=Box,2=Sinker) 0 Common Wire Nail NAIL PENNY-WEIGHT(6d,7d,8d, 10d, 12d, 16d,20d,30d,40d,50d,60d) 8d LUMBER SPECIES (O=Douglas Fir-Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N),G=0.46 30' 2=Hem-Fir(N),3=Hem-Fir,4=Spruce-Pine-Fir) LOAD DURATION FACTOR(Tab 2.3.2,NDS 2005,Page 8) CD= 1.6 ro WET SERVICE FACTOR(Tab 10.3.3,NDS 2005,Page 58) CM= 1.0 " ", A TEMPERATURE FACTOR(Tab 10.3.4, NDS 2005,Page 58) Ct= 1.0 MIIII THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL = 106 Ibf ANALYSIS TOE-NAIL FACTOR(Sec 11.5.4.2,NDS 05, Page 78) C,,,= 0.83 NAIL LENGTH L = 2 1/2 in THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L/3 = 5/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos3O°)-ts = 1.33 in NAIL DIAMETER D = 0.131 in THE PENETRATION FACTOR(Note 3,Tab 11N, NDS 2005,Page 97) Cd= 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N,PAGE 97,AS Z = 80 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE-NAIL IS Z' = ZCDCMCtCdCt„ = 106 Ibf Typical Nail Dimensions (Appendix L4, NDS 2005, Page 167) Penny-Weight Type 6d 7d 8d 1Od 12d 16d 20d 3Od 4Od 50d 6Od Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 51/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 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 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 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. 25 of 27 Hodge PROJECT: Typical Top Plate Splice Calculation PAGE: 1 of 1 1114 abil DESIGN CLIENT: Residential BY: JEH cr '"eett'ig III' JOB NO. : DATE: 2012 IBC REVIEW BY: JEH opipPlate Coffin titian©eSF jn Wised on NOS 200-41' INPUT DATA&DESIGN SUMMARY DIAPHRAGM CHORD FORCE RESISTED BY THE TOP PLATE T=C= 1.5 k NAIL TYPE(0=Common Wire,1=Box,2=Sinker) 0 Common Wire Nail NAIL PENNY-WEIGHT(12d,16d,20d) 16d LUMBER TYPE (0=Douglas Fir-Larch,1=Douglas Fir-Larch(N), 3 Hem-Fir,G=0.43 2=Hem-Fir(N),3=Hem-Fir,4=Spruce-Pine-Fir) LUMBER GRADE (0=Select Structural,1=No.1&Btr,2=No.1,3=No.2, 2 No.1 4=No.3,5=Stud,6=Construction,7=Standard,B=Utility) TOP PLATE SIZE Double 2 x 6 No.1,Hem-Fir,G=0.43 LOAD DURATION FACTOR(Tab 2.3.2,NDS 2005,Page 8) CD= 1.6 WET SERVICE FACTOR(Tab 10.3.3,NDS 2005,Page 58) CM= 1.0 TEMPERATURE FACTOR(Tab 10.3.4,NDS 2005,Page 58) Ct= 1.0 USE 2 ROWS 4-16d NAILS @ 2-1/2 in o.c.,EACH SIDE.(SIMPSON STRAP NOT REQUIRED.) 2-1/2" MIN \ SIMPSON STRAP MIT , III II , � :- T T 48" MIN ANALYSIS DESIGN VALUE FOR TENSION(Tab 4A,NDS 2005 SUPP,Page 32) Ft= 625 psi AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A = 8.25 in2 SIZE FACTOR(Tab 4A,NDS 2005 SUPP,Page 30) CF= 1.30 ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFtCDCMCtCF = 10.73 k >T,SIMPSON STRAP NOT REQUIRED. NAIL LENGTH L = 3 1/2 in SIDE MEMBER THICKNESS is = 1 1/2 in 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 11N,NDS 2005,Page 97) Cd= 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N,PAGE 97,AS Z = 122 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL IS Z' = ZCDCMCtCd = 195 Ibf THE 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. 26 of 27