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2640A Engineering Specs Y � 2009 IBC LATERAL ANALYSIS AND ����W ��� GRAVITY LOAD ENGINEERING ���WA� Ptwr��253>857 7056 FOR: MOUNTAIN TERRACE ESTATES F�����"� PLAN: 2640A PROJECT NUMBER SITE CRITERIA 13.0227 DESIGN WIND �AIIND ��BC)SEISMIC SOIL OCCUPANCY DATE ROOF SNOW SPEED IXPOSURE DESIGN pROFILE CATEGORY LOAD (MPH) CATEGORY 30 PSF 85 MPH B D D II �3'29�13 SLOPE SPECIAL SITE GE07ECH SEISMIC SEISMIC MULi1PLE PER CONDITIONS REPORT PER SPECTRAL SPECfRAL SITES OWNER PER OWNER OWNER RESPONSE 51 RESPONSE Ss <15% NONE NONE 0.40g 1.14g NO r�, �� ,,5-* � ORIGINAL STAMP MUST BE RED TO BE VALID -,-� -' k-. � � � � , � � � � o � � , � � �- J ' � �\�\ SITE: ,< � - -�`� � i � �� � FAIRWAY ESTATES-LOT 7 '� , �^ � ������ � ;> YELM,WA ^� � � �3�es y'� �� TRUSS MANUFACTURER SHOP •/ i i � � �'�IS�`�ERti����'� i i DRAWINGS PROVIDED FOR .�'% 7'C' Cry�° ; � � I �"\���� i i i � i , ENGINEERING REVIEW: NONE y i ' �" ,-' �,� , � ��� � � SINGLE SITE ENGINEERING ���• THIS ENGINEERING IS FOR R -�+ C��VED ""`E�°R'�'"a''�°ae`+� THE SITE AND CONDITIONS DO NOT ACCEPT COPY LISTED ABOVE ONLY MqY � � 2�013 BY: � � Hodge eng�neenng inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering or lateral and gravity load engineering as stated on the cover and full size engineering sheets. 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 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or lateral and gravity load engineering. Where gravity load engineering (foundation, beam, post, etc.) has been completed by others Hodge Engineering has recommended that the engineering be completed by a licensed engineer. However, Hodge Engineering was not contracted for lateral engineering in these cases. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are, 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 8 (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 7-05 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 7-05 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 7-05 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 2009 IBC have been traced through the structure. See the legend on the engineering sheets showing how 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. � � � a , ,� {"., � , , �—�--� .. r �_ a��� �, ,' � �."` ..... �.-..__.1 . �`t \ � x \ ! y �� � t � , � .. , ar a: 2'. . , �,_._. �" .,�_.� . . . , _ ,�.,} � � � � � . '�,� • _ ,. � ', ,+ '`^ :: . ��r;' ... .�.. ... .. ... .. .�`�� f-..""... � � � �` t��tJl'Es'1 �°L�(Tl - - f � " .. l �� � z' . � >. � � „ ,. �� 7? � � �' � . �, . - �. � �:�. . . �'o� � . , � `�� : �� . � ��� . . . •..b. :t7 .. . � . Q �y� . ",GJ . �9!��.. . � . . . +�'iF+.., � ' [ � . . . �±` � y � Y�Elfll �A`.�..)'`��'f����t'8�R"! . � � � t r� -• � ,�: � � - � � °� • �� �� �� �+a , 'vl. ^� na�I �i�viax, �\ � ,r�;,�y, � ` ° ��C��31(1"ct , .�,, _ �� � �� � '� y , . k�z � - �� �' � �� - — .,,s . �. � _� ,� . ,. _ t �, n, � - � � • ''�� .� �� *� ; �A �� �� � v, �, �� , � � �� � � �� � ; � � � ,: �;�� � � � > �`�. �„ �_ = � �� , � �, _�_ � 'v�, I.��a 4_ � �r . iI� . . .. . ���Y�. � . . � � � ,. , . .. g e -��-' �.. '�iY . �, � ,' � . _ _ _; -r,c . . . ' ,-�s , � . �"x .�t-.,. y � ,�, ,��, " (� r ';-` .. �.����E� ���.. ._ . �E`�.. . � . ?J13.",o�y e°:,S> � r; � < '. ., . � ..� _ . � .�„ , �� ��. - . ' .. ri. ., . , . r „ � , , , _ �" = � . ' °:� , - �'.a., ,�?�- .�_. . . � i � � i +� � Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 46.942043 Longitude = -122.605958 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.141 (Ss, Site Class B) 1.0 0.399 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 46.942043 Longitude = -122.605958 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.141 (Ss, Site Class B) 4 of 63 � WoodWorksO Shearwalls SOFTWARE FOR WOOD �ESIGN LATERAL ANALYSIS.wsw Mar.28,2013 14:36:07 Level 1 of 2 60' 57.5' 55' 52.5' 50' 43.4 24.ffi4.$ 47.5' 45' 42.5' C&C14.1 /1 .4 G � 40' r, ���441.1 �p� ��'^�'_. F_j r� N ....�.��� � 37.5' � � � N �.; G N 35' —��p_ C �cPSO �6S,o �'�4� 32.5' x �9 N , � 30 �� `� ',, � 27.5' r �r '� G ' � 25' v � G .�h`l' ,G � 22.5' �' .�L�° �.o�b� v 2�� �' � 2853 D-1 �O `� .- U,��c'�' � �^.1 U r 17.5' . ■ q • U� a1,� ��� �`O � v 15' __,G � � r� 12.5' r � � 964 B-� �`y4� `r t � � 10' ri �p�`�, '� •`L B_2 I� � 7.5' r' ��' � ', ��� 43 3267 �' h 5� ti � ' � �, �'p� v 2.5' � 4262 A-1 � �,�o e � C�&C+.�l' � �O 0 0�87� __ 2p .1 I 17.4'�p 2.5' u 7 9 - -5' 111 � 1 � 11111111111iii1111111111111111i328 _�.5� 57.5 57.5 57.5 57.�7.57.5 -10' -12.5' -15' -17.5' -20' -22.5' -25' -27.5' -17.5'1512.5'10'-7.5'-5'-2.5'0' 2.5' 5' 7.5'10'12.5'15'17.5'2022.5'2527.5'3032.5'3537.5'4042.5'4547.5'5052.5'5557.5'6052.5'6557.5'7072.57577.5' -- Factored shearline force(Ibs) u� Unfactored appiied shear load(plfl ► Factored holddown force(Ibs) S�{� Unfactored dead load(plf,ibs) •C Compression force exists C}-� Upiift wind load(plf,lbs} ■ Vertical element required --�{) Appiied point load or discontinuous shearline force(Ibs) Loads Shown:W; Forces:W+ 1.OD. 5 of 63 � WoodWorksO Shearwalis SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Mar.28,2013 14:36:07 Level 2 of 2 55' 52.5' 50' 18.8�99.2 99.2�33.4 47.5' 45' 42.5' _ „ , s . :.m� ; ,.4.8� . � 40' � `�' � 37.5' w C&C14.1 /17.4 35' —.. �C__ s��'"wur�C G �',g 4975 SO p��' 32.5' ^ I 30' � ' � 0 27.5' � � ' � o �� N1 G 25 .- v, `i' � g; � 22.5' � �6`y` �, 20' �- a� � ��M� , . .� �,�, � � � 4� G v o 17.5' � � � � G C�i�,O`L`O�U 15 U � 12.5' L`J � y�� Y: 4� �h`ti� 10' � o � � oi 7.5' � `c�i' " o rrCOi ��'G 5� ���`3902 A-1 ""I 6pR� 2.5' � o°'o �u�� �' ��j, C&C 14.14'17.4 2�, C' � �� �' -2.5' -5' 2.9�0.0 -7.5' 26.2-41. ��9.�9.0 -10' -12.5' -15' 41.$- 151.0 151.0-66.7 -17.5' -20' -22.5' -25' -27.5' -17.51�12.510'-7.5'-5'-2.5' 0' 2.5' S' 7.5'10'12.5'15'17.5'20'22.5'25'27.5'30'32.5'35'37.5'40'42.5'45'47.5'50'S2.5'55'57.5'60'62.5'65'67.5'70'72.5' -- Factored shearline force(Ibs) � Unfactored applied shear load(plfl ► Factored holddown force(Ibs} S�i-{g} Unfactored dead load(pif,lbs) •C Compression force exists G}O Uplift wind load(pif,ibs) ■ Verticai element required --�{� Appiied point load or discontinuous shearline force(ibs) Loads Shown:W; Forces:W+ 1.OD. 6 of 63 WoodWorksO Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks�Shearwalls 9.2 LATERAL ANALYSIS.wsw Mar.29,2013 10:46:48 Project Information COMPANY AND PROJECT INFORMATION Com an Pro'ect Hodge Engineering EXPOSURE B 2615 Jahn Ave NW E-5 SEISMIC CATEGORY D Gig Harbor, WA 98335 2009 IBC 253-857-7055 DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2009/AWC 2008 SDPWS ASCE 7-05 All heights ASCE 7-05 ASD Load Combinations Building Code Capacity Reduction 0.70 seismic Wind Seismic 1.00 Wind 1.00 1.00 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 190 l00 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 D1'ag St�utS Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall ForcelLength: sased on wall rigidity/length Case 2 rigid diaphragm load distribution: 75� loads, torsional moment SITE INFORMATION IBC Occupancy ASCE 7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE 7-05 general analytic method for all bldgs ASCE 7-05 equivalent lateral force procedure Design Wind Speed 85mph Structure Type Regular Exposure Exposure s Design Category D Enclosure Enclosed Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 0.40og Ss: 1.14og _ _ - Fundamental Period E-W N-S Site Location: - T Used o.17 4 s 0.1.7 4 s _ Approximate Ta o.174s O.l�9s - Maximum T 0.243s 0.243s Response FactorR 6.50 6.50 Fa: 1.0 4 Fv: 1.6 0 7 of 63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft De th in Hei ht ft shrinka e in len th in Ceiling 2 0.67 0.o Level2 12.67 10.0 8.00 13.8 14.5 Level1 2.83 10.0 9.00 13.8 19.5 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panets Dimensions ft Face T e Slo e Overhan ft BIOCk 1 2 Story N-S Ridge Location X,Y= 0.00 0.00 North Gable 90.0 1.00 Extent X,Y= 60.00 40.00 South Gable 90.0 1.00 Ridge X Location,Offset 30.o0 0.oo East side 30.0 1.00 Rid e Elevation,Hei ht 37.99 17.32 West Side 30.0 1.00 8of63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 SHEATHING MATERIALS b WALL GROUP Sheathing Fasteners App�Y Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/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 1 Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 1,2,3 4 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 Int Structural sheath 24/16 7/16 - 3 Vert 27000 8d Nail N 3 12 Y 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 Ib/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-roo�ng nail;Screw- drywall screw Size-Common, box, and casing nails:refer to SDPWS Table A1(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. Drywallscrews: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 and IBC T2306.3 Note a. 2. Framing at adjoining panel edges must be 3"nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 and IBC T2306.3 Note e. 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 and IBC T2306.3 Note d. FRAMING MATERIALS b WALL GROUP Wall Species Grade b d Spacing SG E Grou in in in si^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 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. 9of63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent(ft] Length FHS[ft� Height Shearlines Grou s X ft Start End ft Wind Seismic ft Line 1 Level 2 Line 1 Seg 2 0.00 13.75 34.00 20.25 9.25 9.25 8.00 Wall 1-1 Seg 2 0.00 13.75 34.00 20.25 9.25 9.25 - Opening 1 - - 18.25 23.25 5.00 - - 8.00 Opening 2 - - 24.25 29.25 5.00 - - 8.00 Level 1 Line 1 Seg 3 0.00 13.75 90.00 26.25 13.00 13.00 9.00 Wall 1-1 Seg 3 0.00 13.75 40.00 26.25 13.00 13.00 - Opening 1 - - 17.00 25.25 8.25 - - 9.00 Opening 2 - - 31.00 36.00 5.00 - - 9.00 Line 2 Level 2 Line 2 Seg 1 3.75 0.00 39.00 34.00 13.75 13.75 8.00 Wall 2-1 Seg 1 3.75 0.00 13.75 13.75 13.75 13.75 - Level 1 Line 2 Seg 2 3.75 0.00 40.00 40.00 0.00 0.00 9.00 Wall 2-1 Seg 2 3.75 0.00 13.75 13.75 0.00 0.00 - Opening 1 - - 2.00 6.00 9.00 - - 9.00 Opening 2 - - 7.75 13.50 5.75 - - 9.00 Line 3 Level 1 Line 3 Seg 3 35.87 0.00 90.00 40.00 8.00 8.00 9.00 Wall 3-2 Seg 3 33.75 32.00 40.00 8.00 8.00 8.00 - Wall 3-1 Seg 3 37.75 0.00 9.00 9.00 0.00 0.00 - Opening 1 - - 2.25 7.75 5.50 - - 9.00 Line 4 Level 1 Line 4 NSW 46.75 6.75 9.00 2.25 0.00 0.00 9.00 Wall 4-1 NSW 46.75 6.75 9.00 2.25 0.00 0.00 - Line 5 Level 2 Line 5 Seg 1 50.89 0.00 34.00 34.00 19.50 14.50 8.00 Wall 5-1 Seg 1 50.25 0.00 6.75 6.75 3.25 3.25 - Opening 1 - - 3.25 6.50 3.25 - - 8.00 Wall 5-2 Seg 1 50.25 6.75 13.75 7.00 5.25 5.25 - Opening 1 - - 6.75 8.50 1.75 - - 8.00 Wall 5-3 Seg 1 52.00 13.75 21.75 8.00 6.00 6.00 - Opening 1 - - 16.75 18.75 2.00 - - 8.00 Line 6 Level 2 Line 6 Seg 1 54.50 21.75 34.00 12.25 5.25 5.25 8.00 Wall 6-1 Seg 1 59.50 21.75 34.00 12.25 5.25 5.25 - Openinq 1 - - 24.25 31.25 7.00 - - 8.00 Line 7 Level 1 Line 7 Seg 4 58.71 6.75 40.00 33.25 6.00 6.00 9.00 Wall 7-2 Seg 4 58.00 18.50 90.00 21.50 6.00 6.00 - Opening 1 - - 21.50 37.00 15.50 - - 9.00 Wall 7-1 Seg 4 60.00 6.75 18.50 11.75 0.00 0.00 - Opening 1 - - 9.25 16.25 7.00 - - 9.00 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 2 Line A Seg 2 0.00 3.75 50.25 46.50 36.75 36.75 8.00 Wall A-1 Seg 2 0.00 3.75 50.25 96.50 36.75 36.75 - Opening 1 - - 9.50 14.25 4.75 - - 8.00 Opening 2 - - 29.25 34.25 5.00 - - B.00 Level 1 Line A Seg 1 0.00 3.75 37.75 34.00 15.00 15.00 9.00 Wall A-1 Seg 1 0.00 3.75 37.75 34.00 15.00 15.00 - Opening 1 - - 8.75 19.75 11.00 - - 9.00 Openinq 2 - - 29.75 35.75 6.00 - - 9.00 Line B Level 1 Line B Seg 2 7.66 3.75 60.00 56.25 18.75 18.75 9.00 Wall B-2 Seg 2 6.75 96.75 60.00 13.25 13.25 13.25 - Wall B-1 Seg 2 9.00 37.75 46.75 9.00 5.50 5.50 - 0 enin 1 - - 43.25 46.75 3.50 - - 9.00 10 of 63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 SHEARLINE,WALL and OPENING DIMENSIONS(continued) Line C Level 2 Line C NSW 13.75 0.00 52.00 52.00 0.00 0.00 8.00 Wall C-1 NSW 13.75 0.00 3.75 3.75 0.00 0.00 - Wall C-2 NSW 13.75 50.25 52.00 1.75 0.00 0.00 - Level 1 Line C NSW 13.75 0.00 52.00 52.00 0.00 0.00 9.00 Wall C-1 NSW 13.'75 0.00 3.75 3.75 0.00 0.00 - Line D Level 2 Line D NSW 18.25 35.75 60.00 24.25 0.00 0.00 8.00 Wall D-1 NSW 21.75 52.00 54.50 2.50 0.00 0.00 - Level 1 Line D Seg 2 18.25 0.00 60.00 60.00 22.00 22.00 9.00 Wall D-1 Seg 2 18.25 35.75 57.75 22.00 22.00 22.00 - Wall D-2 NSW 18.50 58.00 60.00 2.00 0.00 0.00 - Line E Level 2 Line E Seg 2 34.00 0.00 54.50 59.50 97.50 47.50 5.00 Wall E-1 Seg 2 34.00 0.00 54.50 54.50 47.50 47.50 - Opening 1 - - 19.50 29.50 5.00 - - 8.00 Opening 2 - - 34.25 36.25 2.00 - - 8.00 Line F Level 1 Line F Seg 2 40.00 0.00 58.00 58.00 33.50 33.50 9.00 Wall F-1 Seg 2 90.00 0.00 58.00 56.00 33.50 33.50 - Opening 1 - - 2.25 13.25 11.00 - _ 9.00 Opening 2 - - 16.00 17.75 1.75 - 9.00 Opening 3 - - 22.25 31.75 9.50 - - 9.00 Legend: Type-Seg=segmented,prf=perforated, NSW=non-shearwall;Location-dimension perp. to wall,� FHS-length of full-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 11 of 63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For H/W-Cub ASD Shear Force[plf] Allowable Shear[plt] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 2 Both 1.0 100 10.8 10.8 339 1.00 S 339 3131 0.03 Level 1 Lnl, Levl 3 Both 1.0 5376 913.5 413.5 833 1.00 S 833 10833 0.50 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 3871 281.5 281.5 495 1.00 S 495 6803 0.57 Line 3 Level 1 Ln3, Levl 3 Both 1.0 5015 - 626.8 833 1.00 S 833 6666 0.75 wall 3-2 3 Both 1.0 5015 626.8 626.8 833 1.00 833 6666 0.75 Wall 3-1 3 Both 1.0 0 833 1.00 833 - - Line 5 Level 2 LnS, Lev2 1 Both 1.0 4363 - 300.9 995 1.00 S 995 7174 0.61 Wall 5-1 1 Both 1.0 1053 300.9 300.9 995 1.00 995 1608 0.61 Wall 5-2 1 Both 1.0 2106 300.9 300.9 495 1.00 495 2597 0.61 Wall 5-3 1 Both 1.0 1805 300.9 300.9 495 1.00 495 2969 0.61 Line 6 Ln6, Lev2 1 Both 1.0 267 50.9 50.9 495 1.00 S 495 2597 0.10 Line 7 Level 1 Ln7, Levl 4 Both 1.0 1.0 4027 - 671.1 638 638 1.00 X 1276 7656 0.53 Wall 7-2 4 Both 1.0 1.0 4027 671.1 671.1 638 638 1.00 1276 7656 0.53 wall 7-1 4 Both 1.0 1.0 0 638 638 1.00 1276 - - East-West W For H/W-Cub ASD Shear Force[pit] Allowable Shear[plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 2 Both 1.0 3902 106.2 106.2 339 1.00 S 339 12441 0.31 Level 1 LnA, Levl 1 Both 1.0 4262 284.1 284.1 495 1.00 S 495 7421 0.57 Line B LnB, Levl 2 Both 1.0 964 - 51.4 339 1.00 S 339 6347 0.15 Wall B-2 2 Both 1.0 681 51.4 51.4 339 1.00 339 4485 0.15 Wall B-1 2 Both 1.0 283 51.9 51.4 339 1.00 339 1862 0.15 Line D LnD, Levl 2 Both 1.0 2853 129.7 129.7 339 1.00 S 339 7447 0.38 Line E Level 2 LnE, Lev2 2 Both 1.0 4975 109.7 104.7 339 1.00 S 339 16080 0.31 Line F Level 1 LnF, Levl 2 Both 1.0 9911 131.7 131.7 339 1.00 S 339 11340 0.39 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 wind force along shearline. H/W-Cub-Fibreboard height-to-width factor from SDPWS fable 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 faken 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 4.3.3.5. C-Sheathing combination rule,A=Add capacities, S=Sfrongest 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/Tofa1=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. 12 of 63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear[Ibs] Redundancy Factor p Ibs s .ft E-W N-S E-W N-S 2 52118 1723.0 7608 7608 - - � 30916 2135.0 2989 2989 - - AIl 83034 - 10097 10097 1.30 1.30 Legend: Building mass-Sum of all generated and input building masses on level= wx in ASCE 7 equation 12.8-11. Storey shear-Total unfactored(strength-level)shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Redundancy factor p(rho)- Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev=0.2 Sds D;Sds=0.79; Ev=0.158 D unfactored;0.111 D factored;total dead load factor:0.6-0.111 =0.489 tension, 1.0+0.111 =1.111 compression. 13of63 WoodWorksO Shearwalls LATERAL ANALYSIS.wsw Mar. 29, 2013 10:46:48 SHEAR RESULTS flexible seismic desi n) North-South W For HIW-Cub ASD Shear Force[pit] Allowable Shear[plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 2 Both 1.0 318 34.3 34.3 242 1.00 S 242 2237 0.14 Level 1 Lnl, Levl 3 Both .72 3677 282.9 282.9 430 1.00 S 430 5588 0.66 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 2915 212.0 212.0 353 1.00 S 353 4859 0.60 Line 3 Level 1 Ln3, Levl 3 Both 1.0 2570 - 321.2 595 1.00 S 595 4762 0.59 Wall 3-2 3 Both 1.0 2570 321.2 321.2 595 1.00 595 9762 0.54 Wall 3-1 3 Both 1.0 0 595 1.00 595 - - Line 5 Level 2 LnS, Lev2 1 Both .81 3011 - 243.0 287 1.00 S 287 4163 0.85 Wall 5-1 1 Both .81 691 197.5 197.5 287 1.00 287 933 0.69 Wall 5-2 1 Both 1.0 1701 243.0 293.0 353 1.00 353 1855 0.69 Wall 5-3 1 Both .75 1094 182.3 182.3 265 1.00 265 1590 0.69 Line 6 Ln6, Lev2 1 Both .63 680 129.5 129.5 221 1.00 S 221 1160 0.59 Line 7 Level 1 Ln7, Levl 4 Both .67 .67 2991 - 490.2 309 304 1.00 X 608 3646 0.81 wall 7-2 4 Both .67 .67 2941 990.2 990.2 309 304 1.00 608 3646 0.81 Wall 7-1 9 Both 1.0 1.0 0 456 456 1.00 911 - - East-West W For H/W-Cub ASD Shear Force[pif] Allowable Shear[plf] Crit. Shearlines G Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 2 LnA, Lev2 2 Both 1.0 3132 85.2 85.2 292 1.00 S 292 8886 0.35 Level 1 LnA, Levl 1 Both 1.0 3450 230.0 230.0 353 1.00 S 353 5301 0.65 Line B LnB, Levl 2 Both 1.0 416 - 22.2 242 1.00 S 242 4534 0.09 Wall B-2 2 Both 1.0 294 22.2 22.2 242 1.00 242 3204 0.09 Wall B-1 2 Both 1.0 122 22.2 22.2 242 1.00 242 1330 0.09 Line D LnD, Levl 2 Both 1.0 1863 84.7 89.7 242 1.00 S 242 5320 0.35 Line E Level 2 LnE, Lev2 2 Both 1.0 3792 79.6 79.8 292 1.00 S 242 11486 0.33 Line F Level 1 LnF, Levl 2 Both .61 3959 103.2 103.2 148 1.00 S 148 9950 0.70 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. HNV-Cub-Height-to-width factor from SDPWS table 4.3.4 notes 2,3 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 4.3.3.5. 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. 14 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 R1 Gig Harbor,WA 98335 engineering 1riC, Ph.253-857-7055 fax 857-7599 Mar.28,2013 00:58 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 lf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : h ui ,� -� " '.� ��, � � 6'i �:�{�� �3 Y'-����, ; �`��� t �' .�i i � a,� � � #a � tii 7� � - `��b �: ����� p�g�^*' t�.yl �a.�#'!a b � e� a F i i �. t �7 i � �* �'� 4� i, �r� �'�^ � ''bW�'-� � a� � '�� ��d } r „, �� �: � �i � ���'� �a :� .�� ��� �� % t� t i � � � � a g� ��; �} � : i � �� a� . ; a '0� �� �� aE a j as� ,, "�� t�.N ����'� a�'?. � :,� '7 �#+n,^ � �^ a �` � '� �`�h� �� �3�5��€,�r�����:��r��;� y -. ' � � . ya t . . ,,.� . ,. a.= 3 ��:,E , , _ ,:. ,. _�..s., = _ , , .,.. ., � ._a� ,, .� .:. ,v _. ��� 5� Unfactored: Dead 290 290 Other 150 150 Factored: Total 440 99� Bearing: Load Comb #2 #Z Length 0.50* 0.50* Cb 1.00 1.00 'Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 20 Fv' = 207 fv/Fv' = 0.10 Bending(+) fb = 215 Fb' = 1345 fb/Fb' = 0.16 Live Defl'n 0.00 = <L/999 0.17 = L/360 0.03 Total Defl'n 0.02 = <L/999 0.25 = L/240 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 15 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 R2 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055fax857-7599 Mar.28,2013 00:58 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Maqnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (7.00)* psf Load2 Snow Full Area 30.00 (7.00)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE a , � � , r r + � � � � :i t ' ; �;�� � i �� w � � ` � ��� � , 3 �� ��, � ` � � � ,. fiu� � ,� y � � � � "� �^� � i 4'i � ; �, +��; �� ' „��.� -waafi� ,� '� 4" �N 'X r e ;a�: �; � �i: ��� � p � ��h�� � � � ��_ � � �a �� ��=5 � �r,�� � .. 4 I, r�� � fF; q� fae r�� .,�,,,,, e`��S .9 � �'�' 2 � �; a�p .;° �` "� 2 � '' � —� �'� �S;i �; .d= ' 1 �y ,+� _ �.� �,�� �' � , ��.' +� �,. r� - i s o�� ��� 3'-6.5�{ Unfactored: Dead 236 236 Other 952 q52 Factored: Total 688 688 Bearing: Load Comb #2 #z Length 0.50* 0.50* Cb 1.00 1.00 "Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 27 Fv' = 207 fv/Fv' = 0.13 Bending(+) fb = 238 Fb' = 1345 fb/Fb' = 0.18 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.18 = L/290 0.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 16 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave.NW, Ste.E5 R3 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055fax857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.59)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE -�a ; � ;, : '� h�"� � ��.�, � ; � �; � -; '�''j� � C���;� -.��x � ��q ���t ;�v � � a t t i s � � i � s a ,�" E� ,� �� a e r ,�' � �"�� k � ' '� '�-� "� rt�� *� � a F� t .�a'� �'t a� � sh� : ��� w � `� a, y v � �g��� �� . r: a �3�'�� ,���: ��`�; ,�v'���",�' �+'r w e �� '�+ a� 9�.��� ,�� r4� � � c � 4� d x ���'��l`:*�$� 'R . °�''����`tr-��, �? ti.,� � 2q r 5,� � � a �' e�.' #"� � t � § .,5, r :3* � �s �i,j �gy �� ,� � � �,}��� r" �,f�s �ry P t ���u�.;�� � �(4� � �'�� i i P �r°� � � �� � � �9 �i:r a E i� ��, � ���- „�-�r ' e �`'"�R �. '� " `b� ,�s ��' roF�a '�`� :t � "' � a� s :��4 ��' ;�� � � x '7 � r� ���. '�� p9{ t g'" '�t �(� ��� � � �����`,�,���' y� �>�:�;��' (� � t � [ � fa�"4Y�t�tf'' � �I^k�` P i ,� i A� � $�£[ A. Ia� "�"i� �� IF k k#H 'a �'�R,?��� 'FY�'k'!is#'���I�v.9 4V�� ��, , f `='��""`. ;l'� - �, �' ' �.q: ; �si,� . d;� i tr� , - �.'k�,� �wl�e i':�!-§',,, �r r, � �,r".:� ; ��� 4� Unfactored: Dead 553 553 Other 1082 1082 Factored: Total 1636 1636 Bearing: Load Comb #2 #2 Length 0.75 0.75 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 67 Fv' = 207 fv/Fv' = 0.33 Bending(+) fb = 640 Fb' = 1345 fb/Fb' = 0.48 Live Defl'n 0.02 = <L/999 0.13 = L/360 0.13 Total Defl'n 0.03 = <L/999 0.20 = L/240 0.15 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 17 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 R4 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055fax857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (0.25)* psf Load2 Snow Full Area 30.00 (0.25)* psf Load3 Dead Full Area 15.00 (1.00)* psf Load4 Snow Full Area 30.00 (1.00)* sf *Tributary Width (ft) MAXIMUM RE ��u t-k� _ `��� �"� � i ' e '� �+� r 1 � r ': �:i � '�` �" �&� + � �� � ' � � p �T ��2 �� t . � ��F 'a u�b. t,� ar.d6 . f"$, � 1 �, �' f � '�±'` ��, . ��a �I i � �,r.t5 � � � � h �k� �'�' � ��� �"� � s i�� a �� 4 r � +se��,ii. � n i � 7 i'i � fi � l� �� �'�� ��� �'i ��. i �b i� 4 �'.' �� `"d ,{� � rgd � EI ��.a� �k M{_� ��j� �§ t � �' � � } l �{.et s" ��' -.�+ ..'k'*.v� ..ti e� �±� .. � ° a" '�S. � a `� � p ra�, r+,�H � 1 +��� i,�'RJ x,,,s ;� � �� �'r,�:- � � `'C�q � { �. �� �''. �0' ql Unfactored: Dead 50 50 Other 75 �5 Factored: Total 125 125 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 5 Fv' = 207 fv/Fv' = 0.02 Bending(+) fb = 49 Fb' = 1345 fb/Fb' = 0.09 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.20 = L/240 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 18of63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A �O� � 2605 Jahn Ave. NW,Ste. E5 R5 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055fax857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 lf *Tributary Width (ft) MAXIMUM RE c a -�� '� m °� � '-��: ti4 , t-5 �ta``� �" d ,k�'h��t�' Y.t. �i m�,'���*"�'° �" i�-��--'b'� S- , �s��� � #. e��� r.,e t �s -��, x`'�-'�� � � „�+y��` i �' : !s ���(��. �r.���i �€ ri��� r �A�r'�� �i �� � , � � �� �� y a�. �d '- � u � '� �� 3� r a � � a�a, �.�;,x � : i �� �t .� �, r �" s�k ,�d d� �'.� �Ar '� .�� 3 3,x .y ra�.. vc � . � . �,ti � S 4 � �A. r � y �,�'a, ^�s� � ��� * ,� ,,w� �; r` '�r�� �4��w �� i�'R ��'re '�k�, �+� � ' �� �" � a ;�r �'���j, ��� �" ������'��r i �� r�rg a� �?[ � "� �" ��*. ''�.�_ i �'§�.�� �� '�„�a ; .�" ^� a � (���� ����' �s� �'�j 1 � b r � �?. r u� r�, -� s� w �a� � aa=�,i : : r: : s �e �- �'k` a wk ig; :� i � e� d i9$ e� � "�.s_ i �, . g� � �� a� SSI R� ��i� �: �'� �'fi " � d �'�T �a i �� �� R p Y �" i.J . � �,� ,�`� � '�° �.�^���`�#� '��x�tY�a ���� 3'�� ,-�§ � � f� : i� ,��g k� F� i�'-�.,�'� ��.�� ¢7�,�E„F. �, �.2 :. �� ����t�t+�,�a��"� �� �h� ,,�� 37 t �u���`�.� 4� � �u���rt. "� �� 4� � �,"a; E �r �_ i�"i e� �� ..�� �"'�jL-��'�"�ar€`��� a; �r.�� r R�� `:�`°`3 a�'*T • �iP.�,� ��e� 1 ��i 4� m-��,9�.x � 2,,,�y ���°� aP �'�g'`w �'�.� � hE ,w '� � ��i ''�'" ��. �� ,fi � u�� �p's u v'` a '. M �� � ��� �, �-7 �,� ��r� r '� � i� 1 :a � t � � � ; � 0 -� 1 t� �4��4 d��� °�'�� Y y � � � k �`a�r �( x s*�- f -�-i w � r � # '-° f - �6�r m 4 SF � , o G '�`r" �m�"� f ��€` , i� � � � � 1° : u4-�'t� ��a�'�-��}i°a a g�:�:'��at� t n � r � . - a a a ,� �€� *.�°€�' s� 4:i�a r� �� ''9 . �� r� ��ysn� � _ � . ���� � x�� r i "� � � 1i�+�Y`�t` t,q . ,t�'.�'� ��° � "� A : � - i � s � ^. '� f i� -�4d a-- ':� z�� r :ze� '���� P i: �d�,��,� i� , i 5,,3�- � �,7 �� �`'u? s�!�- �s� 9��� ,�,.s��,�� ,,,;��r- �� t���`. �� i��-. „r� �`'* r �°,°:� �� K �° ` ��B, � �•u�� 7 G ..: ��4 .� � u�5r� x �"-F �` S � �r , ,.. , i� t ,. � :, � ., � . �i -, .. � .ra�:;� .,.�_�., „ �.' �.. . � � --� �0� 2�'6�� Unfactored: • Dead 145 145 Other 75 75 Factored: Total 220 Zz� Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) usin9 N�s 2oos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 7 Fv' = 207 fv/Fv' = 0.03 Bending(+) fb = 54 Fb' = 1345 fb/Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.08 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.13 = L/290 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 19 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 R6 Gig Harbor,WA 98335 e n g i n e e r i n g 117 C, ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 lf *Tributary Width (ft) MAXIMUM RE � � � , � �� � � �. iµ, �� �:-a €� ti�a ,_,�,� , � �e.k - tt,,. � � �ni �� `� i � � t� .�si�� .v1�', � �r�-� 5a � h (�"3�� �+R� � ' � �*'� e��k� I�`� ��' °�� � ` s �ti 4 = ��"7' ��- �,�� �T9xr_ ( 2� "�y.: �r � ,�`� � � ��W 'S l: � a �.b�ro °�,� •��" ,� i �,yt�i � 5... � � ��� +� a��+ �� ,` ��{� �� � � , ' � � ' � ° �� ,4r ��� �� a � �! � � ��� � �I `�i�� ��t � m�Ff � k �'�, � (� I�T i 2M �� �y� H Y �-�*�`4 -�''=r1 1 : � r�t � � i�� am�� �, ��' �t . 3 � �� ra4 � '., �?� 3 � _ t �E � -� � £'s � �� Ri . Ii i (nft�Ys�'"` � �6'� � it' XA : �64 � ��I � t �� gi ��`'� �� f� � N�' ���t� �� ' �' i � �-C� : ° q7'u 'a 6 v � "5 � �r i�: 62 � i � •� k �.�,� �`� �- � , ��� � i -���tsE� �i �°� ; �,�-¢. �� s g � if o-�i �. h�,p�� il h 1 F #U i I � `"��#1�"a � ��#�� , �� , �' i" � . �' �`4.� � �.d : A" � � ; I� �� �' ���j W*�'- � bJ � � �� � � � � �- � �I -'�2�` � ,� �" `�r a� �'�'—" t '�- .t �t` � ,ut" 4 �Ns �r - '��� P °1 r = -'�`��a � q,p k �3�I h a .�i< �'�#' �;,s``� i: _ � . . ;a�r� _ �e a �" � y.� av� ,�e '� �$E. ` �= ' ��. � ,..>.� � : . ;,: � _ t c t . � , ; Y,ai . _ �� ., ,�, r `. >, ,.,, _ . .� r � .'�� �e - �. °� ,, .,�, ��i ao I 0' 2{ Unfactored: Dead 116 116 Other 60 60 Factored: Total 176 176 Bearing: Load Comb #2 #Z Length 0.50* 0.50* Cb 1.00 1.00 'Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 9 Fv' = 207 fv/Fv' = 0.02 Bending(+) fb = 34 Fb' = 1345 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.10 = L/240 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 20 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave.NW,Ste.E5 R7 Gig Harbor,WA 98335 engineering 1riC, ph.253-857-7055fax857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � " s ��` k�r ; : a h a�, ;F w� 4 �-�Tx ��a,-�E k�� p g,N� a� a.}�- r e ( - ia .� "^ § -� � �; � ��`r �w di a � n�`a � �`F �" a I;� �� ''s�- my� ' n`� ��������"3��.�G ��-��, ,`� �TM' 4 ''� 4"�` E�" ,� �,p��"p�� �� � �sT �� ti�_ � i �� �,'�� (a � " �� �'� J� "� �, ��, 16� Unfactored: Dead 495 495 Other 840 840 Factored: Total 1335 1335 Bearing: Load Comb #2 #2 Length 0.61 0.61 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 95 Fv' = 207 fv/Fv' = 0.22 Bending(+) fb = 868 Fb' = 1138 fb/Fb' = 0.76 Live Defl'n 0.23 = L/823 0.53 = L/360 �•94 Total Defl'n 0.44 = L/437 0.80 = L/240 0.55 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 21 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW, Ste. E5 Rg Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE � �� � : � � i�� � 4 � h�s'h � r��'�, i � � rta 9 � � � 7n � a 5 r � i ,;i � . 4 G r.�+'7 d�«'�"- �i i A �. r�&' f 5'. � 7 A �tl h � � k M �' �r-�*S = � � :.� ��'� ,�,,�; ti - , u 'yrr``�a�,« � �n: � :" �is � 1 r �� �� �' s i, ti� �� � w� �y �r ��3��` + �' .� ° � � �� 'i� i t`� � : �Y' a�- ��'t,`� : �I ; � "9 � . . ?ry 1 p� k-� _ � x�'�� ��i �'S � ii �- �� .� ti s- -� - � ��� :. +w. _ F� � = � �' `� :��'� r � w r_' d� '�'�` � � ��.F�i � �` <`� �" "�� � i = -�x '�a, ' ��°` �� , n � , i '� + a k �,�� T � �r _ c� s�'�,�r� s� � ' �fi � N� .0 � - � � . . �,d� " �'�- � � �.i . � � � � �� �1 . �I '�uV : � k r�:�E �. � � .. ^�a" t,; -gaa . _ 4Y� �,. a a �``i �'�? � r a �, ; lY, �� F�i � tlY, I�GE�i 4��f I �' �-�,�5 9L�{t � �� k� . I� 5����:��� fi'�, ���. : t"F..,��, t.: I�.$F = u� �`F �1 '1 At � 4 y � +''�G�, a.i '��, ta r y.�, -�a�.iY�, i�` r� - '�1 '� i ' 3 T�-��r� � `� �� i "� �' i� �r �� "°�;r�� ��� � - - d �R' ,� i �.3Y � 'S. �@ ;r ili'�w � ':,i_` x�" �a,� ;t�, �i ^� � �°i "� 'W -,�s �� � Q� '�{ Unfactored: Dead 277 2�� Other 591 591 Factored: Total 818 glg Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 19 Fv' = 207 fv/Fv' = 0.09 Bending(+) fb = 160 Fb' = 1345 fb/Fb' = 0.12 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.10 = L/290 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 22 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste.E5 R9 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, Ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : � � �., � +�, � �' �� � � � E � � � � P A� �" �1 ;i� � i�s��r i'`r ; �' �`�f.��+,��!�� �`'T�i �� �x�g � �. �. 3 ��s����'�� � p�y � �r(� `�`��s�,� � '��ro,��a r+e 3� � - �` �- �� (a �b�}��i t� a� ' '����'.=�x�+'T�F�Y����������,�,� � ".� °B%„ �° �,� P� `�'e �i,It iFS . } ] � hk '�3y 4 {�� �E a���b& � fi �a ,� � � ��� � � � a��i��},du �� ,;§��—'�+-i � �ti��r �'�':�s d� �-'',h€'y�r a �r'�4�e �''Y� �Y, i-" �P `� J � `�-€et�� �`� n 3,"��`&,' � �' � a"e" ` � a ja,�, ,�� �u,u� b ,�,� s�3 � � t�r ��v.e � :�� � �t 5,,;, r`�S�r � " �' .. `" r i ;�,`�:r" 1;� , � ra ��. � �r`..: , ,.. . ' ' ,,, ,� �i :`�;,, � I p� 5� Unfactored: Dead 692 692 Other 1353 1353 Factored: 2045 Total 2045 Bearing: Load Comb #2 #Z Length 0.93 0.93 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 92 Fv' = 207 fv/Fv' = 0.49 Bending(+) fb = 1000 Fb' = 1345 fb/Fb' = 0.74 Live Defl'n 0.04 = <L/999 0.17 = L/360 0.26 Total Defl'n 0.08 = L/793 0.25 = L/290 0.30 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 23 of 63 COMPANY PROJECT HO� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW, Ste. E5 R10 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.75)* psf Load2 Snow Full Area 30.00 (2.75)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE - � , �� � 9� � � � , f f y3� � � ','� J I 'R- . "�� �'� ' P { ��� a � �� ,�`�� t s�� �' ` � , x,' ` � �b `��` � �� t ,,� � � �� ���� � � �# "��Y-W � d �� �-r� nr�I� 1 ��' v.� d f� � � . � �' �� �- � 3�, � � 4 � � ' � #�� � 9�� � � k�� ��� �: �d : : �3 � �. � . Fa � '!^� '� '� t s t h � � ; € �r��'� ��tp 4 � �.a a "� t � a z � .�,. � ��� �",�� � �� a d�`sa, 's� y , . � �` �q� ��" '��,7 � ' i � ( ��` �' � ���r'�°` ` p;�. " � s� - a i ��'a' �-� r� �.�� � ��=�r � � � . � i � � � a � �. 5 l u �� u�'' : � ����ti � � � 4 ro .i � � S�� � � ����`i a� i �li `,� '�"ak��` g '.�:� � �-ati ti�� � i� i � gs i �" ��u� �£ �'—'sa �ws ti; . k �7 `� ° . �� e aG�i � r ��i '� '. � ���' ' �`� � � � �� r�t � � �,4� � :r'�a��� �'��., � � -r h� 4u� i"-!a � � o-} � _ � ; � .�v� �' - � ,�'�+ :P'�i ,�����s�� x �� �` z;��'-�� � P '�`� �' a �" m` �ci, t ita� t : «+u � i ,� x'� � t I -e�- T �i �n � � � l�k �r t ��' , � � � ,�# �r� .„�i �i a � ..�� � r L���i �� � -� '� � '� 5' e � i +�'' 1 �+ w � 0' 2{ Unfactored: Dead 70 �p Other 127 12� Factored: Total 197 19-7 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 "Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 pif included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 5 Fv' = 207 fv/Fv' = 0.02 Bending(+) fb = 39 Fb' = 1345 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.10 = L/290 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 24 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste.E5 R11 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. Ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.75)* psf Load2 Snow Full Area 30.00 (2.75)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE a�� �� � i �.- "� �y' � '��^� �: � �c�� �t� i ��t4�ia� � h � '�� ��,�a�€ � �a�.; �°I� �ag�r i?�� . � ,�: ? a . � °s�a 'rariL� � ''�d� 47��`�. �r m> h'�t�-� i °±�°3-^`��"�`iJ�;�, � ,d „ir� �, �� ari I i k�. "° ,r� �- it '�, �,3��° �x"`�g r� `� � ���� i - �t � - E. �'t a� : u � ""�t� �-' . 7z � t-j � s� ; ,�.+a ? i„,i�'�.� h�3s � h n 3�'y» �" � �:�!rr" r'� �€ �� �r � .� � ` .t ,^ ' < 7 '.��'ej� ''�7"���� -'�� � ;� ;�� �i�� � �,��. � �� , 9� � � a � y � � t : e� � + ti T� 'h � +�. � '� �+S o; , �'- y s .�.'�€ a fr il `� �� �:s i y.i t s , r �'�, �'k -i-9��{al � t �ro�. � • i _ � ' _ �' �P ¢' y f�i� i ,��'� {.�,nJ y�6 "�f'� �d;i � � �T� &� � i. � dG ��� 4: �� � i ����i ��'�' 9 ��n 1 ffi � � i ,i '� � .#''# � i' : 9Y � '.�v �:9 1��� �"t +� � �A � A�,y } {� i., u � , rf � � y,e„ ���. _ �� �i "i 3a. � i .0 �� p . f �L� � '"".�i`s�F� �� i _ ' t 9 k � �-,,i n� x...[' ,.. �a�l ' ('__ i+ a y§a �> .'�;, 1"c,.. a��.� s.�aF,. .�, . I��� ��' ' - ! � r -, i , .. � n' � . ��, 3'-6'{ Unfactored: Dead 122 12Z Other 223 Zz3 Factored: Total 395 345 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 13 Fv' = 207 fv/Fv' = 0.06 Bending(+) fb = 118 Fb' = 1345 fb/Fb' = 0.09 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.18 = L/240 0.03 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 25 of 63 COMPANY PROJECT H Hodge Engineering, Inc. NHD 2640A od e 2605 Jahn Ave. NW,Ste. E5 R12 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.75)* psf Load2 Snow Full Area 30.00 (2.75)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* sf *Tributary Width (ft) MAXIMUM RE ' , � , �: , � : � - �,�� ��� d} cs+ �t��i i r'� ' p � , �` �� i� '�Fa t p � � �p .. �'h k t . � 2 � � � 1 �.S�vrr d � �+ . :FI �L t� i fi �"�i w^ $'r`� �� � ��.I *r � t i �,K � � a�i i �� ��� � '� � �S7 . ��"r � �.}.y� �� r t� i � � � �i9��'�� �},��� a � �}t`;�� �t al'�� � : k �� n . ��`u � � � ( = kq¢r�t �� r�e�'� a xati�..�a'�'�,r �p�� .a��y � ,� �ur �»;� �§�` �� y� : �. �' � �r � r �t i��l`�r # i r e'�:� �Y�; r�"I � � �. , � � � d ��, � �� y ��� ������ - � GX�� ��� �a �a � f a��; 7� � � � ��� � +5� � i�a� C I� a i; �k't-�� ��� '}`u,° i �,i��� �;t��,g a� � �� 5� o�� �� 4�. �°�±. >>.,= _.. ' ; . ,^"' �u�lr, t "�� � - � .° i �t;. ..` —,...i _ �r�:� .. ;�a" , _ � r;,� ..4��`. �0' 31 Unfactored: Dead 105 105 Other 191 191 Factored: Total 296 296 Bearing: Load Comb #2 #Z Length 0.50* 0.50* Cb 1.00 1.00 'Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 10 Fv' = 207 fv/Fv' = 0.05 Bending(+) fb = 87 Fb' = 1395 fb/Fb' = 0.06 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 26 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 R13 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL B0.0 lf *Tributary Width (ft) MAXIMUM RE � ,� � f � a �� �� � ,y j � f�� 'i 3� p �,r� €a .��_ �; � n � �`v� 2�;� ��"}—a,'���' s a �` � "��` � '�w�, ".�: T�Gt �; � : s�. - :� } �ia i � q� � s�� i . �naa ���x� �;,.0�b �r �e � :�i � � � -� ��k �d� �: a � � 4i� i�- r f'� � t 'gt€.m ' ��� : � � '� 7 i � i "f���.?� *a) ,� € �,�3 ..�'�' �i � � � , � 4 �? : � �`k `�$,� -ffi °r b a �'a � �4i x 7 �� e G'. a� �� 3�c � y i r � �i � �� i ��? �, � � .; ,a � ' s 1� �� �� ���"`���."�� ;i � rs'-k�„� ���w� ���Gx',� � .�� t� �'�''�'+t���`�t �� � f'�,s'.� r�""�� � � . r�^`&'�t���� R �fi'4 ����� �3d' � ��` � i ,� a L�� ' y. x' " a : h k,"�f� � - r �. e� `�: � - � °� :� � kE- t �" �! �i2; i '�� �,� r� � ss s d� '��'����� � �'r`��a°�''"fi e.d� F�`���u ." .�e �%� �a�� � ^ �s i ���i ��a. ��c r �� x � �";�•. �� tiy��S as : �� �'E hr k�' �4 : t - �,4� d� �^ � 7 �'i41 a � E�,?�'�4 E k �, An �t /� �, �, �' ��, .,k� �e �k x 5�� � .�, � ����� � p �,�, �� �� r r�� *� 7 kaU � �i��� t ��`�: `�� �� '�.a k � .�, i . � �, „�,� t� >. �' � r {� , : . , � f� ��+ r a � _�,� �1.;': ��. 3{ Unfactored: Dead 174 174 Other 90 90 Factored: Total 264 264 Bearing: Load Comb #2 0.50* Length 0.50* Cb 1.00 1.00 "Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 9 Fv' = 207 fv/Fv' = 0.05 Bending(+) fb = 78 Fb' = 1395 fb/Fb' = 0.06 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 27 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U1 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00 (4.33)* psf LoadS Live Full Area 40.00 (4.33)* sf *Tributary Width (ft) MAXIMUM RE � , �� � ��r, ; ,��� } x ���$ � y � � �# �„� ��, r� � k � . i *, ��.'� a e � _34�-� i�i`��" ',��° : "�;Y �,��W v p:� � `:�,�4„y' �` � x,� � � � tl� � a '�9 i � � � wf : ��':ai� a h 4�.m 1 4�.�.� `� '�; �i��i ��-� "��a� �" '�� ��'. �� � r�-��,�� �' � ,�„� � r :�,� �t.� f � ..;.� � , �, . a�� :, i ,� ;�-�f �a��+�' � � i f �,�-�. �'r� �� r�"" ��''- � "r. � � i S�t 3;�@t�"� �� uy, t� � �' ��.� +-� a ti � i s � +�'i �'�+�` � ��c � ��� �" �;r� �.�. g, �-�i �b . � � 8� �, f � �� � b��' ''�,���� ��'`��I .� r� �� j-� �,��x �a �y���€� ���a. ���'�- �� ���-���' ����' �{ �y��� �!�w�1 ��� `� w P6 o. 6 ,� a- . �x , F, , . _ r , . .. � ,a a. . � �...< < ... _�-„ , s"_.�.�� �p' 4{ Unfactored: Dead 319 319 Other 467 467 Factored: Total 669 669 Bearing: Load Comb #3 #3 Length 0.50* 0.50* Cb 1.00 1.00 "Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 27 Fv' = 180 fv/Fv' = 0.15 Bending(+) fb = 260 Fb' = 1170 fb/Fb' = 0.22 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.09 Total Defl'n 0.01 = <L/999 0.20 = L/240 0.07 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 28 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U2 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00(10.00)* psf Load5 Live Full Area 40.00(10.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : ER � , �� � �u �� � s��� � �.�� �� 'L a�' �'��h i r '� a .� �� rr =�. -L` � ;� �a�, a � � �` .� � Ui j�y ` -�' €�ki�-� � a�.i �� ,'�. �" `'� ,��-���� ��.�t � �s �` ; M �� �-��7 �k �s� w g,�r, ��� , {€ `�- �°C � . �" �Y �� �� -� �� �C s '�" �°� # ,� �-6 �� *I&t � : s � i� ,� ������ ���; ��, �'� a� � ��� `,_-�- r � "� ��,�� � �€a ������,.��_�a`��-���e ^ � .�' �" : ';a� ,..Y �' t��' �� '.'� y`� �l�I � � q K x r �s :, � 7� � ��d� *M� ^`�-�i �, � .a -5 `� � '�'' -t: :,�,�'-Y ti �� ,����. �'° d:�-�, � � ' r ,"�; t �, � ��`x . �a' � - ` �'�"' �'�'�a I; a �i'��s... g!"` -z�y �s m !� i 'm._ ° ' >�':s sr;�� � ,'� r ��F id a�� � � � ; �I �� �i` �= i +C ..�; - i � c'-3� � �� �0� 6� Unfactored: Dead 653 653 Other 1200 1200 Factored: 1853 Total 1853 Bearing: Load Comb #2 #z Length 0.85 0.85 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)usiny N�s 2oos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 69 Fv' = 180 fv/Fv' = 0.35 Bending(+) fb = 668 Fb' = 1080 fb/Fb' = 0.62 Live Defl'n 0.03 = <L/999 0.20 = L/360 0.16 Total Defl'n 0.06 = <L/999 0.30 = L/240 0.19 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 29 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave.NW,Ste. E5 U3 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. p h.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 50.0 plf Load4 Dead Full Area 10.00(10.00)* psf LoadS Live Full Area 40.00(10.00)* sf *Tributary Width (ft) MAXIMUM RE �., � a � 1 (� � '� 4�� "P"A � �{ k I � . : ��ri i�.s ��r ` �t 8�w - a d i� � k �A� i� �" r'� xi t : ;r i : �4- , ti �4a `. :k�� �� U �fi�� � �a ' a � i k ��a �� �� n " � � f J� � i tr � �'���� � �� ��� � �a - �� . g� 7 '� �„f� i f _ �v �� a�`�h�.k x x �dk.�: i ''��- i ,� ,. � aN�'9�'�� �' �w�� -.��U -� dy ��e � ��+� - �m� �� t���i �&$,�. € .2 ., x a h�a� �r.y�I � � ��� i� �` �'"� � . (�,' s ���,k # �� �����rpi�� �e'�� ��g..�J r�i ���� ''�� ��� '* -��t� ,� ��� � ' � '�� i ,�'���'" i�� k=� � ia�?ar�.;�'S�*4 � h 5Pi i t 3;.s Y �;i -rs�, �� �'' � � nu�� i �0' qi Unfactored: Dead 432 432 Other 800 800 Factored: Total 1232 1232 Bearing: Load Comb #2 #2 Length 0.56 0.56 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 51 Fv' = 180 fv/Fv' = 0.28 Bending(+) fb = 482 Fb' = 1170 fb/Fb' = 0.41 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.10 Total Defl'n 0.02 = <L/999 0.20 = L/240 0.12 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 30 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U4 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, Ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(13.50)* psf Load2 Live Full Area 40.00(13.50)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : - � , ,, , .�"� �0� 12'-7�{ Unfactored: Dead 933 933 Other 3397 3397 Factored: Total 4331 9331 Bearing: Load Comb #2 #2 Length 1.21 1.21 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2x10-1/2" Self-weight of 13.3 pif included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 97 Fv' = 265 fv/Fv' = 0.37 Bending(+) fb = 1618 Fb' = 2400 fb/Fb' = 0.67 Live Defl'n 0.32 = L/473 0.42 = L/360 0.76 Total Defl'n 0.45 = L/335 0.63 = L/240 0.72 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 31 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U5 Gig Harbor,WA 98335 engineering 1riC, Ph.253-857-7055fax857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (2.00)* psf Load2 Live Full Area 40.00 (2.00)* psf Load3 Dead Point 4.75 933 lbs Load4 Live Point 9.75 3397 lbs *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ��' 17'-11'{ Unfactored: Dead 1001 563 Other 3213 1617 Factored: Total 9214 2180 Bearing: Load Comb #2 #2 Length 1.18 0.61 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2x12" Self-weight of 15.2 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 93 Fv' = 265 fv/Fv' = 0.35 Bending(+) fb = 1702 Fb' = 2400 fb/Fb' = 0.71 Live Defl'n 0.99 = L/942 0.60 = L/360 0.81 Total Defl'n 0.72 = L/299 0.90 = L/240 0.80 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 32 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave.NW,Ste. E5 U6 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 00:59 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.59)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* psf Load5 Dead Full UDL 80.0 plf Load6 Dead Full Area 10.00 (1.00)* psf Load7 Live Full Area 90.00 (1.00)* sf *Tributary Width (ft) MAXIMUM RE � �.�� ,��� � `�- �t > 4 a '�'a�; ��-t � �_� fY° ?�k���., � 3��cr � ��.. � q �n� '°�' r�S� '�`� �� {�"��s � � �`p ��� �a w+ � § � �8* da* u a ;��y t mi ,���"�'� � �,�� a��x'� �� "[ t�'k�t 3�� u,-i � t� �" x r ������ :Y��� F � � � ,L� k� ,"� � � ��� � �" i r i� js y i'�� z � r � � t � ��� � i ,�, g� .J : ,��p� S�s � t�i � '°��� '� � � r �i ' -Tik �d�' ��� n� 1��y�s'' � Y' fr�t�'� � � S�L � �� f` � i H ��. ��-�i. ji j�'�'�� :C �.�� � ,. � � z ,�-� �#�� �. s � �°sY` �n� ��„` 'i � I,� "� 4u��� ��� �: �';�"��� xi �ti �"�.t�` ��'�a �r�� � s `F � a�`� q 3 »�N'� e �`�'� E� �R � ia : �f '�a "°rt �. '� �"'���r'�."�������1a �C "���,��` �r t $t a ' "�,9j � �. t ; n .� � U�ry y � �, � �' k, ��� r + � '�'1 7 � �F r � : t�+ � �. �'� ��1 ':- �61rv� � �� ,�. "�^ �4 `,�-6 � � j �a � i }9�ti `s� ;i��+y � ��� '�� �� �J x "��r . . '� i 't u' � � '� e -'� `� � � ��� ��� ,� � � `� � �'� e�t� ; �q7 � : a ��f � �'-�k � �� '�J z ti ai� � t � � in ,,� ,� ��� .� ,y � r �' 'J ii $f - E� �a� ���"' il� x�w� � a i : �. � ,� �'� :�` �x9...;��„ p �t ; � y, ' ..��:� �� , d� � �., , �����,a-� �' � aa,�d `� t ht ; �k� I a �rai;�.� s �,E: ��'dr y�a %� y.��� x ��� �} � � ���" � r:�r� �e '�3-* . � � �`',� �.1 I` ��� €� hai�S 3 i ������ �Tts�,�� �„ �-„�'�-'�"` .� N u�. 3 ' �a� �3"' e.� j �s �'� 9 i �iP 'a � . { Pr � 7�� -i� ''�. , � -�"� ,[ �, ' c I. �-;7 a�§ �� . `"� � r -r i e � � 7'�I !�- �' r : � ��yz sa�d°, r�� � � ��r y�� �; E � �r ,�� �� ye p �' � ,�� a� ���a���a� i�i �� � r x�'' M.,x'` J r� a 3, �id��k-- r r'`�'� ' r�' �y f t'_ 3� �..iik�F ��ifi �,�- F,w� s��,�� �� a <s y x m � '`_ �� � �aP � _� ,�' � �� � �3r�` '.� ;f`, �� a, �, � p� 2� Unfactored: Dead 367 367 Other 541 541 Factored: Total 908 908 Bearing: Load Comb #4 #4 Length 0.50* 0.50* Cb 1.00 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 21 Fv' = 207 fv/Fv' = 0.10 Bending(+) fb = 178 Fb' = 1345 fb/Fb' = 0.13 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.10 = L/240 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 33 of 63 COMPANY PROJECT �O� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 �7 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* psf LoadS Dead Full UDL 80.0 plf Load6 Dead Full Area 10.00 (1.00)* psf Load7 Live Full Area 40.00 (1.00)* sf *Tributary Width (ft) MAXIMUM RE ,� , ����� � � � ��sd� � `��; � �t'., G��,}��+4 r . r �! ti f$4'� : i b i: i �'"�`� 4 (�v� '�i �"� �� ��� �K a.�� �''�' k°'� �- �`� �"'�4i.s (eb,���� 4�5� � "� h�fi�; �"" r� � i � � �4 S �,,� � 1 �t� ��P g.� ! a � �� '�ti � � ik �� h�� �� ��" -�. '�" §����, '� � �i"' �� � i �� . t'�'�'�('r � � � �i a�% � i:,� �g. �-f�' �`��� kR � � r —�°� �'�nrt"� i,;�.a �o-iH r �.` 3s � �� � � �fi��� t�.y�r � °c � � �� �b �`Y���i i � ��� 4 � �M6&"�,"'"" -�'�� �' �:.`� ' �� �� �F �� ,.�3r�a €d�. +.� r y, �� � a i a � -ir�l �� i�"y-��`m I ��, �s�a �s _� i� ��" ���� '�ntN £i � ' h i �41�� I n L�.a� �'���J� t � i t' � y�'3 I t � # I� F ;.�a„�a�Q'" k . i i� `�'" q � i � ��� ' (�-� �i�p� ', �'� ;�.� �� �(r-�,, 3� 9��� '`�-w � �, � w� � �4 "�� J � 1 �. iy�y : ii it�� : i��4��� - �ad ��`°,�� �"_�,- ` ri i;�� ��� ���.4.� .Fit�ip�"�`�at�"`�y'kT`�`(t�`� G g ����r � a'i"'�` t : � � ��`�',� � ��'�, ° ���,� � l g�p�= �i. Rr ,9. = Y 3 �� � m�T� �� . � 1 '15�� 4"[�i � # � 't µ�� � � � A? 1 �` ,� ��' �� =8 'fi� '�� ���y: �"�� #� ( i �� f� a ��a _ fi !r d � C�i� . f�'ti.i � ia r� - �� it�r� ,� '� , � � i ,a 5 I�- ,� � 1'4.s �.� i � �i�ISF'�` 9 "` f h� � tt 4 ��"'T8 ,f ,g. �i'� �� P i �� � � � ' .a .,,� -,�) �� •��� � ° � � � f�,�� � � � . � . .w r E �a � �� p r ,.i �il� ,t'� .., � �h � ��ia�i�+�� �z� �, " x ' � �4 '�" _ � `°� �"�'� � ` � ��.� € �o .„�.,�."� _���� �,n`a r. ,._-,� � ,wr��,,. ' ' M ; . �°._ �V�� � ,.,� •"" � ,.�$.s=� , ' v a � � �' 2{ Unfactored: Dead 367 367 Other 541 541 Factored: Total 908 908 Bearing: Load Comb #4 #4 Length 0.50* 0.50* Cb 1.00 1.00 'Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 21 Fv' = 207 fv/Fv' = 0.10 Bending(+) fb = 178 Fb' = 1345 fb/Fb' = 0.13 Live Defl'n 0.00 = <L/999 0.07 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.10 = L/240 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 34 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW, Ste. E5 U8 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* psf Load5 Dead Full UDL 80.0 plf Load6 Dead Full Area 10.00 (1.00)* psf Load7 Live Full Area 40.00 (1.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : � d � � ,b � �� ,� 5 � � �� � � '�. � '��,� a �x z c; s r � "���,� r i ! � � r � ��� c �� 7 r f ' � � � �� � � = , # �� � ��' � : F��ahP � ,+it� �'�. ���k� � �� � ���� ,�.�,�. � r� ' �'�`�,§3�� �", �'��5 ``� i.b �`�.� A a9�`"'3� �L4q'� �'�, `�� : `�k �r''��.�r�� t "N'-����;`��`,����,-�-�"-w �sF+`� , aa s -vr��: ��r. a� �i k�v= {� .t sa +- �. b,��� aa�'` k`y, '� '� .ep 1" y° ca' 3 d -�" # ��r� � � ��r � � �� � �� �'aT� f �� � -�r� �, '� � ��,� ,�� �,� . � � t # i Rg ���- "�' , r �' �r 'F4'�'i�� ��z�.�k�-.,�i�.em`�f`"+r y �i k ��r� �,,a �� '� � � i r ..: �� e�. € � s. tid};z+a- �: � : ;� s �- � r r C�°. � �a x tr�. � yr �r,� �1 .���F � ;s`,�r�;� a, �'� �:'� r h � y yi a,._ ��i r. '�� ��'y �g �°� "��' i'w.� r p � Y 4- ��� :�� �'i• �� � tlk�'-�Ft"� �4 �'��` 3�'+ii€�".�� r�'�, �:f } & .� `�'"�''Lm{' .+�a � �:�$� � 0� 5'-1�1 Unfactored: Dead 936 936 Other 1376 1376 Factored: 2312 Total 2312 Bearing: Load Comb #4 #4 Length 1.06 1.06 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 75 Fv' = 207 fv/Fv' = 0.36 Bending(+) fb = 706 Fb' = 1242 fb/Fb' = 0.57 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.13 Total Defl'n 0.04 = <L/999 0.25 = L/240 0.18 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 35 of 63 COMPANY PROJECT H�� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW, Ste. E5 U9 Gig Harbor,WA 98335 e n g i n e e r i n g 1 Tl C, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* psf LoadS Dead Full UDL 80.0 plf Load6 Dead Full Area 10.00 (1.00)* psf Load7 Live Full Area 90.00 (1.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � ,r , � ae-i .,mu�z k - - ��� xr ta F �2 << �0' 11'-6.5'� Unfactored: Dead 2158 2158 Other 3123 3123 Factored: Total 5281 5281 Searing: Load Comb #4 #4 Length 1.98 1.48 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2x10-1/2" Self-weight of 13.3 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 116 Fv' = 305 fv/Fv' = 0.38 Bending(+) fb = 1809 Fb' = 2760 fb/Fb' = 0.66 Live Defl'n 0.23 = L/612 0.38 = L/360 0.59 Total Defl'n 0.46 = L/300 0.58 = L/240 0.80 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 36 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U10 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer a.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00 (6.00)* psf Load5 Live Full Area 40.00 (6.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs and BEARING LENGTHS (in) : � �� r� ����1 �� �i i�� �� ( 2 S € �,G t � ;i � e Y -��,�f '� s� � � � �'�$ �v `� t�t �. £ � w: s�` ��; >ii _,' i �� � �� : y �€ �- � t `�n �w a i �,� ��'ti :n�.� +� ,�.� 5"3 '� a� �'� 6 r � f �'��W�� .� @ �r ��a�5 f g i�i� � �� �� ��'� � I "��.�i � ro` "�,; -i R � � ,z� ;p`� "a ,e�` �� i' '" � � : � „ , � i v a z � , ' '�; ,.+'.- "� s : €a �.�3" ', p �s� kv � � �� ." , ° ,i�. A' E�,,,-._. ..., , � _ . s,� ^�,a . o.a,. , � . ..�...�' ,c, , „._ ��� 6'-6.5�{ Unfactored: Dead 576 576 Other 785 785 Factored: 1361 Total 1361 Bearing: Load Comb #2 #2 Length 0.62 0.62 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 66 Fv' = 180 fv/Fv' = 0.36 Sending(+) fb = 871 Fb' = 1170 fb/Fb' = 0.74 Live Defl'n 0.06 = <L/999 0.22 = L/360 0.26 Total Defl'n 0.12 = L/672 0.33 = L/240 0.36 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 37 of 63 COMPANY PROJECT HO� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW, Ste. E5 U11 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00 (6.00)* psf LoadS Live Full Area 40.00 (6.00)* sf *Tributary Width (ft) MAXIMUM RE i i #�-g,�a" a � a w �:� � � 4 F�a t "�. �:�i � a a 3 i -§ '�s �. I i i �� ��r � i r €t a s � a � � � � �. �: � � x a ri �+ � i �'i G� �e � 'u� �E � ��,�'�,., ���i aa� �' €� �� � � � 'a`_�`� �u�r i ��, � � �,`�c a �� �€ �w k 4�tt �r � ° F� si i6� � �a*S ��� e fia � zt '° �; s������}``" �'T�� ', �' < ti�t ���� �.'`�-� \ � .'� , u � �r ��4�s �"��I�� rt� n � 'ai�« 't �� �a� �t i�,g�q� r ti� � -�� �''� ��' '° „�, . t'� > -Y J b i � �' J i � ��w� ��' �,�s 3�`�k ;`�� I��`�yF � ����t„���a �� " �I � 1,��� � � �`q� � `�9; ,� ,r`� �.�. .�,,.�, „-�ra��k',l,s��i'§ ,:'^�� : '� kq _ "" y z°-�u� � a � .�"°; s K�, ( � � "r � ° ry�� � t�� � � �� � d�t �� : � : i ��.�� � ' �� 9 ;�tiS �; s r i €^t4 1 '��: i� � ,�_ � k ae i �.= 1 �° � 3?,��'��� i a �;*5d4r i��`"` � .��r�q .� , ,�(!�iT ��,a at4 .� � � �!� n C+�ue' , `�` d , r F ; �,. � �,a � � �� � � �v.� o= - °:. �� ,' � � A� , � - , ,_. � I p� g�_g�l Unfactored: Dead 308 308 Other 420 420 Factored: Total 728 728 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 28 Fv' = 180 fv/Fv' = 0.16 Bending(+) fb = 249 Fb' = 1170 fb/Fb' = 0.21 Live Defl'n 0.00 = <L/999 0.12 = L/360 0.04 Total Defl'n 0.01 = <L/999 0.18 = L/240 0.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 38 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW, Ste. E5 U12 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (2.00)* psf Load2 Live Full Area 40.00 (2.00)* sf *Tributary Width (ft) MAXIMUM RE �� �'�';" '��ir ������°��+T � �_ � w�+ Fu 6� � gn;-�� ��:r�� ��,aa��'a��`�� , i :r � bt : �r� , i F �„I E .�'� � "�i ! k �� -?t' '� 1 k�� �� s " r �w� '§r �a ��'g �����k� �" I �r �, � �t�' , r� -+ i;��. � � a ,� a� � �"�t � �� �" � �,� c �`' ��� �'�r r`�,��aF��t �»�y �� �� �� �r �� � � �� �� �� ���'�� �� � �"' � � �a� F ,w'€m. 'k �y s N � 1 . �.a "� P 9 r k� z � � � � � ��� �,�. � .� � I . .����� � a 3 � a�6,� r� �f T v t 7-� P: '��'�i n"t� ��.�+` �r � a � �}� '���v ,�-��6 "�- �`����� }���"�&�'�'�r �n� r� '��-a��fi � a� �� � �e �,��� ���-`�9�� � `� -'�� � �"�'�i� .'4 7 ��S� `� €: Q � �� �3 r�'� a � . s'"� ;�d� .i �. : r- i i'� a.s� 1''�7�o- j a a � �� � �� t t a �� e ss'- r z�` �' ��� +. �� ���� � T i '.k �� E �. r� _� i+ � ��^' , 34� :i�'� �P'P � �� € : ���.',��,�.��g� ,�+,�,� b����� ��)"�, -�� 1 i s,�"�:^,G � � i 1 $a'� ��"$ a� � �. �w���@y� � `# : u r : �e�' H6�d �y 3 z � u a i i �ti ,��-� � � ;� � ai � '��a�� � ��'� �i *PS�p aa �� t d ,��� a�v, �i � : � � +�t x . t�` �' - � E '�h�a`' � °��� - � :; x , di � �_ � . .� �.; '�, _ �, „�,? r� ,.-� �� � , �i . � ; , ��� 3� Unfactored: Dead 39 39 Other 120 120 Factored: Total 159 159 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 6 Fv' = 180 fv/Fv' = 0.03 Bending(+) fb = 97 Fb' = 1170 fb/Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.15 = L/290 0.01 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 39 of 63 COMPANY PROJECT HO� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U13 Gig Harbor,WA 98335 engineering 1riC, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(12.83)* psf Load2 Live Full Area 90.00(12.83)* sf *Tributary Width (ft) MAXIMUM R + y'{��� � " :d �i 1 I� Am%" � V {. ' �6 M - n "b v IA3-�.q 1�jr'S� � � m .�a. `�S & r=r ik�h � � � d � i : °� _�4 , E � - 3 i i � ° . � tp' � � §� - fl i r. r�' .,� �, i ` `�5 ` �r �-"'i���* u : ; � h � s �`�E y� �_ �' � t : � `����� r�:� �'`"�d�7_ � � ������i i,t 1�.. , �'��.��� ; ��„�t�i g� 3 �r�'��, "i �F �a� 1 x ��ry 3�i m� 7 "�, �,° i �'�3,� i h .�"a. i ` F���`� � � bs 9�- �t,�� � q1 +r�F�#5 i'�p ��a r�,�m �}� 5 a d e�� '��'�-��ki,� F id'��, a� 1��'�t e � � a iy rn%�� .'�'"�i �ti"at� a�+� , �(� � r � � .,a i � � � a �.�: i a�6 i � �: i� � � A z ��,i,i � ��� ��� ���r ��� �t �.,�f� � a�� � � ��S� � �"r�� � � � � ���� - �` 1 � *�, r a � ,�- .�-s� � �+r� 4 k ,�, � � ��a �� a� 5 Ji�e��"i �'-� �9;� �° y i'`�� A � � � ���;d�r �,a � '� ��t �'�*� � ^' � �� �?��`�h '��ii�r � `' a� i"� � ����*,�t :�',�j � '�.�. Y � d*� `,�r�,-r �"�,49'#��`�`� "�,�'��,�> � �"� y�,"���'r 3�?� 4��� , ��"'`i �� , r� �„:�i .. i r �,� i ;�$i �a (� �h ' � 4 I %� t. . £�4� i ���' _ a 9r� €t� '°'• A (,�n �� � ,a -�a d : sb ¢ �b .¢E P IY ��� �k°t�k� a. �'�I (s � � ,�i a��- . 3 p tv y �. , � � �;.�t i�'T u� � Ar { ° +�t �.} J i� � � ' �:„�� i I $ - _ " fi`.� (�f�' '�t � I.t �� E@a P'��ri�°"n� t .r�i � ,...i'$.,a _ i �e � '� ' i`�"�- � ���y* �,k I p� �{ Unfactored: Dead 67 67 Other 257 257 Factored: Total 324 329 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Bending(+) fb = 32 Fb' = 1170 fb/Fb' = 0.03 Live Defl'n 0.00 = <L/999 0.03 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.05 = L/240 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 40 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave.NW, Ste. E5 U14 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location (ftJ Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(12.83)* psf Load2 Live Full Area 40.00(12.83)* sf *Tributary Width (ft) MAXIMUM RE ,� � � � � � * ,`�F ; i''�� ' � ,��s �t.�. C �3 ,�H � x� . � _ � '4 � 3+s� am= � �i ;- } �' �- " i ,��.}� � a �� � 5`�s R sd ' x � ! � � "€ ���`` a -+,�; u �����., ;�.k;'�`,f ��. ��� � 9 : i tia�n` �i� 1 , ( 1' � i i : �� � a e g' � ��� s � �e � . i� � ; :� .� 3 c .3 i,� �. � �i ��, . � '. r� [ A'F��Y� L`� k% i��w µ? t�r k � �! P" �� n�� 9�Gy � �" k ��-059����, r"f����. >t � a{ 5 i r ,� � :£ ` � #+aa d f � .'�. 8 k �� � �`� i � c�`f' i , E a �- � K � � � � � � & '�P ��'� ��-�' � � -�`a � ��. f '-y�',,� �.�,n, �.s ��� li .�" ; i�t �,ye � y = � _ _� '*, =''�k) m,s�'�. y ����F� `��� r �uF, y �0� 3� Unfactored: Dead 202 Z�Z Other 770 �70 Factored: Total 972 972 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 34 Fv' = 180 fv/Fv' = 0.19 Bending(+) fb = 285 Fb' = 1170 fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.10 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.15 = L/240 0.05 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 41 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave.NW,Ste. E5 U15 Gig Harbor,WA 98335 "'�, @ ri g l ri@ e Y l I1 g 1 ri C. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (2.00)* psf Load2 Live Full Area 90.00 (2.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : � 4� � � � �� '.s�i y,; �.i ��d�aH�"� �e :`��� '�r��''s �r i-; _� 3� €�.�tx.i 9 .fi�. 4�','�{�.,, = # . . f�r-� � �k� �u..�. �0' 13'-3'{ Unfactored: Dead 172 172 Other 530 530 Factored: Total 702 702 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 'Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 38 Fv' = 180 fv/Fv' = 0.21 Bending(+) fb = 911 Fb' = 1170 fb/Fb' = 0.78 Live Defl'n 0.31 = L/509 0.49 = L/360 0.71 Total Defl'n 0.46 = L/342 0.66 = L/240 0.70 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 42 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U16 Gig Harbor,WA 98335 = e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(12.83)* psf Load2 Live Full Area 40.00(12.83)* psf Load3 Dead Point 0.83 172 lbs Load9 Live Point 0.83 530 lbs *Tributary Width (ft) MAXIMUM R t � , � F ; ' S Er ,�a.i�+� ;�s� w�-�� �'r �� � `��i*-r5e�- �.�i , a� . ��' �tiy�'i r.� � � � Y ' -:, �-'�a�i � d i � a �S„� � :��!��tU`�-�*t��.k r a �� ����€ � .v E t £' S� d. . � �6'fi �h .i���� t_ a T�'r � �t.� �t =1 k'�i�.i�h k ���� �:i 5 F i ��i 7 ��� �6 r��� ���a��"Hz �Y �,�a 1 x � ��� i� Y� � � ':�' ' *�r �� ��''�`� ���' �" �r� � ' � 3 �� : � , �. � ;�� � � s� � � ��t �' �' ���� �� ���- � � �sh� � t ����* �* �a `,�'^ � P � �� �� � ' , � 4 � k � � ��ht �.k='� ��' '�"� r a��� ��" i :a�� 9 �-u' �_ � �� � t J � : '�a . `;4 eg ,[� :�� ; �. i � I ; a£ .�'K ,�r;. �� . � y, � ; fi: � � y'�'' � i ., � i� �s� ��k � a . �,� '��. ���. ��I i "a k k �..�, a t a*ti ��. :i di� „i � ��" &� � a .��' +'" � t � � ' �'s'k5 �� s� �, i �� ^P�r �t�� ,,�u a�" � �� sx� �y�����'� a� �`r��.� � ,� . � r �a � � � '� �, Y .� � a �l " 1 �3 #-�"#° ��-� ����,.,�'"� '`� ,� "� , � 7-s.. j � ��3 : � a � ko ii �$,�,���T ; . r ��r '�!„c�3� 2� r:�x i �t � zt ��''` '� "��'� � �.� *�q r �� !s i s ,�o- .#� � a' �. '.,�` i�-��'f a: a `a i ; � { ; . -'�i : � �� `�� � �.� $ � �� �.�� � 7 .,, �k; „A ii�.h� "�*s i er i � =3a " � ..� � �r ;� � �41 �=i a �`"� 9 T" �.,Ri'�,�: �%ni rv�'�A� �� �';�X �', � �.� � ; *�"'� r � -� � � � �� %'} �_ � •1 P .� �,� .a.�w i. iiR ���'€r 1 p�' �w'P'� k �i� �1�. ti � � �` i"j i,�� � 1 7 �� .�'�. i :��� -�.i � � 3:-�a-'�h� _�� °'a �� � 6�x . � � ; b5,�``s' , t � � -�-„ ,� 1 � � � � _i a i 3 � �w° � - C . ° ? , `�.� " °' t'� . . .� ' ,a� ,�nP '�� , . ; y �., ,�. „ _ �,.. �� ° �, r< T- , _�� � c �� . � �� 1� Unfactored: Dead 96 211 Other 345 698 Factored: Total 441 909 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv* = 12 Fv' = 180 fv*/Fv' = 0.06 Bending(+) fb = 59 Fb' = 1170 fb/Fb' = 0.05 Live Defl'n 0.00 = <L/999 0.03 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.05 = L/240 0.00 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 43 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave.NW,Ste. E5 U17 Gig Harbor,WA 98335 engineering 1riC, ph.253-857-7055fax857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (9.75)* psf Load2 Live Full Area 40.00 (9.75)* sf *Tributary Width (ft) MAXIMUM RE � � '�� � , , `" ���� ° H�F,'^ � , f^d`i s�' � it 3 � , _, � �`° �`�i r ��� i . 3 ,�" ' � ,� al� '�'�5 '�'_„�p€" -k""�� : � . �e� : tt � �e .� a . ' x �'' �ya J� �d � y � ��� ��� � 'sw'���`�F s � W i�`� � ��, s' � �g� �� "� � �p� �L" �s�1 �,��m a#t ���i r: r� � . 1 �t�3 � a yw,�e�a g�� � : e � �`��� � � � c � �� i fl'�'� � tl'� � —e�� � . `r '� 'V���,,°d�`� � ��E�i t�U"�`.�, u ,� �-��br �'� - + � s�'��'�9i „_ a ,�' �xt, � `i�k � � - ,�, �� w�r ,� "' ;i���������41�` �"� ii `¢ai ����R�(�� =�L`�� q���+.�i' �� -a.������it ��.�a��������` -r�i . _ i �d��a:t �'� ,E�4 �-� ' _ {rY�� , �� �.,�i r � �., � y�r`�d �'�''�`$ � �y�'�� i. �: �k+��., � � �� � ? � : � q � � .� x �+ §-3°x V'_ R' F *�aC't � g�''�yi� ' � g� v'� �� "��c ���. w3 i .# f - ,� q '44 �; y �t ',� ��' . �� �..w` �" x `��` '� a, x x i i ' {����L� _r"�h,,,� '�v ' ;«� 'Ifv ��' � � �?dp� ..��5�.:� � =�'f � �t �. � E�II I p� 2�_g�i Unfactored: Dead 129 129 Other 988 488 Factored: Total 617 617 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x8" Self-weight of 6.03 pif included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 19 Fv' = 180 fv/Fv' = 0.10 Bending(+) fb = 151 Fb' = 1170 fb/Fb' = 0.13 Live Defl'n 0.00 = <L/999 0.08 = L/360 0.02 Total Defl'n 0.00 = <L/999 0.13 = L/240 0.02 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 44 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U18 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(16.50)* psf Load2 Live Full Area 90.00(16.50)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ��� 7'-2.5�{ Unfactored: Dead 699 649 Other 2379 23�9 Factored: Total 3028 3028 Bearing: Load Comb #2 #Z Length 0.88 �'88 Cb 1.00 1.00 Timber-soft, D.Fir-L, No.2, 6x12" Self-weight of 15.02 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 53 Fv' = 170 fv/Fv' = 0.31 Bending(+) fb = 540 Fb' = 875 fb/Fb' = 0.62 Live Defl'n 0.04 = <L/999 0.24 = L/360 0.18 Total Defl'n 0.06 = <L/999 0.36 = L/240 0.17 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 45 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U19 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055fax857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (0.75)* psf Load2 Live Full Area 40.00 (0.75)* sf *Tributary Width (ft) MAXIMUM RE l R a r � �t'� � � 'k` Ii �# �; � � % o z � �-��,� � � , x��!� , .."t� ; ,� j �j ' a '€"�`�'��'� �I: ���� 3 `� ����n�`��i i l ; �A. ��� � k� � � "i �C �a �„� *'-*�-�-�`'� i �9':�7 �{ : z �� �� s� �s t"�� s� .� r ti a t � i i � �� s � '�„a�r i�'r �� i t �Y� � � �� i� n � � ,1 ��+�`"` w,� �a'� i��-s�"�°� �7. 'r� 'r� �Pr � ( � �# �� � 4i ��E ��'t: '� �-,�'� ��n` �kfi�! t�" !� � ��a��yy A °b �, � ,� i �� a r,��n � � ,� �ri w � a�`3P .�� �� �� ^ ,� _ : r .�y�'P .:i � _ 1�a��>r i'� � ;r,p. � '4 � k' �F ��+`y�.� ,, , , ,� 1IF'� ( � sY � t� �I 'i..y: ' °� 4. Y : � ��. i L`k.�- �M —".�i .� 73u r "' ' �=>> !`°i,:..". . .� ,..�' `��ii ..� � #i.'��i�,# ,-. . � '°' + a: �� �- ,'a i �r.�M" �" �0� 3{ Unfactored: Dead 20 20 Other 95 45 Factored: Total 65 65 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 pif included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 2 Fv' = 180 fv/Fv' = 0.01 Bending(+) fb = 19 Fb' = 1170 fb/Fb' = 0.02 Live Defl'n 0.00 = <L/999 0.10 = L/360 0.00 Total Defl'n 0.00 = <L/999 0.15 = L/240 0.00 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 46 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A HO� � 2605 Jahn Ave. NW,Ste. E5 U20 Gig Harbor,WA 98335 @riCJ1rie2Tlrig 1riC. ph.253-857-7055fax857-7599 Mar.28,2013 01:00 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(13.29)* psf Load2 Live Full Area 90.00(13.29)* sf *Tributary Width (ft) MAXIMUM RE I 4�D� � �I�i` 4 '� ,� ,� �. ' : cg �u#M�.�?:;�a, 'd�� � ' L * i t�-� � �. � laS��� Y"Y ,f P ,t� . � � " �a�'�t'�j i '�� i +� � �r'�SU� : . �P � a �'���:'��rt �- r:� "� �^�' ��'r, ,-i. s�afr� � �� �+9 ��4 #, '�.' �EE� �- "�i�i � � ���+kT��a -5�' �,�� y � � ',��,k„�� .� x �� �-:�hb� `��� .� 7�}a . '#�IE sc�s ��"� -�,.��`b � �i� i�� .d�����"�' t� ic*�� r.9 S 6 2 i ���i �- �E. ak ��� � � . � ��� �� $ .� �3 .��£i �,i�' � � � �' ���,�:�� } ,3 § q y��k��: ,� L.��i�E s a„�4�,Y r �i �.� « � � -�a�. '�m 6 p x q s � s Y ��� . i9 i � k �* � �'�°t� � � z tth � i �� �. r F �; Y E �xF M1 �� � 4 � rt � h ��^� �k i a'�t�?�i � Knl � � ��N -E`��" � � kY�� '�• t �. . i r � i�� a j6 i .� ����� -, �y. �� � �„ �� �� � y{'.'�-,�.;- '�, �a^� 4 p�,' �' :� 3 p t^��n � � �.i a �s ¢ �a t `` �� a � �'� "'�' rz� r ��3 � �� � :� f�� �' r� C�v � � �� � � � ' � ,� y� � i� '�� � �' � a w �� `� i i '� �� � i � k i " � � �' f a,�"'" `� �a s"� S,d �x �"�s �� � a s� � C�u' a a ` s � ��� �� : '�" 4'a�^ "�'Po�� � h r'� t � � F .. S 2- L t 5- �^( t '�k ��� .�}'iX..4 t� ��.;'f� ;,. 1 i ����� �� i � ��� �e � � � � � , �;��r �� ���� ���'��s� �'�k � � z� � :�'$r� r?,� �: � . r,e 1 �a p� '� 's a @"2 ,� � r, � Ea m '�� y t�, .� F... � �,� � ^�€r�� ��'� s� _'�,�' , � i �-��a ,; +'� � � �� � °"�� i„r �� ti � �Fti= � � ^a� �� „� � p, 2'-6.{ Unfactored: Dead 179 179 Other 665 665 Factored: Total 838 83$ Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 26 Fv' = 180 fv/Fv' = 0.14 Bending(+) fb = 205 Fb' = 1170 fb/Fb' = 0.18 Live Defl'n 0.00 = <I,/999 0.08 = L/360 0.03 Total Defl'n 0.00 = <L/999 0.13 = L/290 0.03 DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 47 of 63 COMPANY PROJECT HO� � Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U21 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(13.42)* psf Load2 Live Full Area 40.00(13.42)* sf *Tributary Width (ft) MAXIMUM RE �, �, � �� � � , *,;.� „ i�,.� '. N'�� i : t �t �� E t'�"P �'" �� i�� 3�-r� i�r R� � ; ha �� 4,: ` .�„ ,��� g' i s �" � � - � s c�) � : ��'x�.t � � �:� ,'�c �;„*"°� m � a- :- �" i' �a 46-� - ' � ��" � � ,.�+u i 1; �a.,.x i r � i 7 A� . ir�.5 a: � � '�"� �` ati` :r '� t ���� =Fi �. ��i � N$ fi�};i :{ `"'' -' t �, c �-"*�t'�t 's� �n,� ° ��q'����`' +9�t� �� �� � �: � � ,� i�'��t ,", ' � � ,,,, i r��.,.�,�'�' �..� 3� �,�'� s os��� _ � �`���� a ��� �� ; , . � �`��� , r��a i a q'�-� � r ' � � �^r�r1 � r�' i r . a � � � � �� � ' � � �� ��. � � � r �r a ��t �,.x��j�u x �n.�' �til "�"," �,�. - �' '^�' ,,� �:� "" � "�', 3��_p � m wy ��: t " '�,- � e: � �."w� ..t '��""�g ..e..iq€��� �. :� 1��^^ ,� ,r�a"�. I �'� k.s. a,�.��,.�.r a �'�. �O� 'L'_$'� Unfactored: Dead 187 187 Other 716 716 Factored: Total 902 902 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.00 1.00 *Min. bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2,4x8" Self-weight of 6.03 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 29 Fv' = 180 fv/Fv' = 0.16 Bending(+) fb = 235 Fb' = 1170 fb/Fb' = 0.20 Live Defl'n 0.00 = <L/999 0.09 = L/360 0.04 Total Defl'n 0.00 = <L/999 0.13 = L/240 0.04 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 48 of 63 COMPANY PROJECT Hodge Engineering, inc. NHD 2640A Hod e 2605 Jahn Ave. NW, Ste.E5 U22 Gig Harbor,WA 98335 e n g i n e e r i n g 111 C. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.59)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load9 Snow Full Area 30.00 (1.50)* psf Load5 Dead Full UDL 80.0 plf Load6 Dead Full Area 15.00 (2.75)* psf Load7 Snow Full Area 30.00 (2.75)* psf LoadB Dead Full Area 10.00 (1.00)* psf Load9 Live Full Area 90.00 (1.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I p� 14'-6'{ Unfactored: Dead 3051 3051 Other 4522 4522 Factored: 7573 Total 7573 Bearing: Load Comb #4 #4 Length 2.12 Z•12 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2x15" Self-weight of 18.99 plf included in loads; �ateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 119 Fv' = 305 fv/Fv' = 0.37 Bending(+) fb = 1597 Fb' = 2760 fb/Fb' = 0.58 Live Defl'n 0.22 = L/780 0.48 = L/360 0.46 Total Defl'n 0.45 = L/388 0.73 = L/290 0.62 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 49 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U23 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Point 3.00 3051 lbs LoadS Live Point 3.00 4522 lbs Load6 Dead Partial Area 0.00 3.00 10.00 (7.25)* psf Load7 Live Partial Area 0.00 3.00 90.00 (7.25)* sf *Tributary Width (ft) MAXIMUM RE u < � ��°' � ,,�" J? �" � _ � �� �' - �i��'r " y p_ � .,�'a a �' a ��;a'�Y"r�a ;la.r -: � ��c"x n � ��y:� �; r ° - � 6`� � i _ `. np �*�6.,i`�n�i ;" . �" ' �� ^� (�4 � � g, .. u ��. sa i "�- °�' � - .,�k ��.��a�ji' �R.; ���; i5`yra�rt�sx.�" i�� �,5��.,,� .,._' �x..� ,'�-�,.,���i . .J .°� �_ �. ,;� `� � '�[�'�'M1 �fV',�' " ��h�"�.�ii1k�� ����,� <.°i��N� �`"� -r 4= �, �"�w�"'" a�7�i"�t � g�,P .,,;q"i"'�i' "' !,, �y'�� .�:�R I r ; �r"'.0 �` �1���1.� i ��': a `���qu,z ^ i 'a3��F,i �,�v.��� j �R =',� �,-u� `- ��t�' ��;`,�n ', +�,ire H � r �'}� r i ��i s§,�°� �`4 e i s'��' .i:t� � ",'�' ' ��'�b� �.7'�"�ti ,��.`�, : € �.r*�#�2-. �r. F7�ke�� s`r��� .iI i �j • d,��o-t�- � Fg�n�.; ��'� aa�t- o� !��� 1 - �h,� _'u �l�i � ,-t.. '^#4 'E'�� ��'I#�n�. � '; . :. y ,� . ., , � : y '°. . � > . � � .. ..' - i < . � ., 4� , . :�� �',.�.t : �, ._., ,n a . > > . � - �si . � 0' 5� Unfactored: Dead 1681 2204 Other 2418 2974 Factored: Total 4099 5178 Bearing: Load Comb #2 #2 Length 1.15 1.95 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2x10-1/2" Self-weight of 13.3 pif included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 131 Fv' = 265 fv/Fv' = 0.49 Bending(+) fb = 1200 Fb' = 2400 fb/Fb' = 0.50 Live Defl'n 0.02 = <L/999 0.17 = L/360 0.14 Total Defl'n 0.05 = <L/999 0.25 = L/290 0.19 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM: bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 50 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 U24 Gig Harbor,WA 98335 engineering 1riC, ph.253-857-7055fax857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (2.00)* psf Load2 Snow Full Area 30.00 (2.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Point 3.00 3051 lbs LoadS Live Point 3.00 4522 lbs Load6 Dead Partial Area 0.00 3.00 10.00 (7.25)* psf Load7 Live Partial Area 0.00 3.00 90.00 (7.25)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs)and BEARING LENGTHS (in) : �0� 18'-3.5'{ Unfactored: Dead 3930 1698 Other 4579 1362 Factored: Total 8509 2719 Bearing: Load Comb #2 #3 Length 2.38 0.76 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/2x15" Self-weight of 18.99 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 194 Fv' = 265 fv/Fv' = 0.54 Bending(+) fb = 1357 Fb' = 2363 fb/Fb' = 0.57 Live Defl'n 0.19 = <L/999 0.61 = L/360 0.31 Total Defl'n 0.54 = L/406 0.91 = L/240 0.59 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.G�ULAM:bxd=actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 51 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U25 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055fax857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.54)* psf Load2 Snow Full Area 30.00(16.54)* psf Load3 Dead Full Area 15.00 (1.50)* psf Load4 Snow Full Area 30.00 (1.50)* psf LoadS Dead Full UDL 80.0 plf Load6 Dead Full Area 15.00 (2.75)* psf Load7 Snow Full Area 30.00 (2.75)* psf Load8 Dead Full Area 10.00 (1.00)* psf Load9 Live Full Area 40.00 (1.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I p� �${ Unfactored: Dead 3822 3g22 Other 5614 5614 Factored: Total 9936 9436 Bearing: Load Comb #4 #q Length 2.64 2.64 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 5-1/2x18" Self-weight of 22.79 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 119 Fv' = 305 fv/Fv' = 0.39 Bending(+) fb = 1716 Fb' = 2673 fb/Fb' = 0.64 Live Defl'n 0.31 = L/705 0.60 = L/360 0.51 Total Defl'n 0.62 = L/348 0.90 = L/290 0.69 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 52 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A HO� � 2605 Jahn Ave. NW, Ste. E5 U26 Gig Harbor,WA 98335 engineering 1riC. ph.253-857-7055fax857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 15.50 3822 lbs Load2 Live Point 15.50 5614 lbs Load3 Dead Partial Area 8.00 15.50 10.00 (9.00)* psf Load4 Live Partial Area 8.00 15.50 40.00 (9.00)* psf Load5 Dead Partial Area 0.00 8.00 10.00 (8.00)* psf Load6 Live Partial Area 0.00 8.00 40.00 (8.00)* psf Load7 Dead Partial Area 3.50 15.50 10.00 (2.00)* psf Load8 Live Partial Area 3.50 15.50 40.00 (2.00)* psf Load9 Dead Full Area 15.00 (2.83)* psf Load10 Snow Full Area 30.00 (2.83)* psf Loadll Dead Partial UDL 0.00 15.50 50.0 80.0 plf Load12 Dead Partial Area 0.00 15.50 15.00 (2.00)* psf Load13 Snow Partial Area 0.00 15.50 30.00 (2.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ��, 21'-2.5'{ Unfactored: Dead 3836 4791 Other 5322 6512 Factored: Total 9158 11302 Bearing: Load Comb #2 #2 Length 2.09 2'S8 Cb 1.00 1.00 Glulam-Unbal.,West Species, 24F-1.8E WS, 6-3/4x19-1/2" Self-weight of 30.3 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 127 Fv' = 265 fv/Fv' = 0.48 Bending(+) fb = 1816 Fb' = 2222 fb/Fb' = 0.82 Live Defl'n 0.40 = L/637 0.71 = L/360 0.56 Total Defl'n 0.82 = L/310 1.06 = L/240 0•77 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM:bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 53 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 U27 Gig Harbor,WA 98335 engineering 1riC. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 6.67 3930 lbs Load2 Live Point 6.67 4579 lbs Load3 Dead Point 6.67 3051 lbs Load4 Live Point 6.67 4522 lbs LoadS Dead Partial Area 0.00 6.67 10.00(16.50)* psf Load6 Live Partial Area 0.00 6.67 40.00(16.50)* sf *Tributary width (ft) MAXIMUM RE ���+���-�,e �f � a�ti �;� � �• .s' � ar� .��, � � 3�4 ��.,g _ .,,°,=i;. �;�, r.uP� �. ,.� ayu�« ";�� ��..�` r,i3°A `�,''-'£"`t.-,zw� �aa'��`. ' i `�F, ari-�_5 = �m, =�i i,�;c �{c �'�,k� .,�^ = "? �„, r�. .�r �y�'� ,,,�.y � �;�`�t�i2 h.,fid +� . ,a� � �w �` .�9.''°"_�' �, ��`�.^ �.��'4 s ,':� t x"` *� , t� �,'�,_.""� .i�?�a*`�. 3-f :t�'0�, .r��'b,.� �'� i:ro4,�'.°` a?'�i �„a e A' �,'�� +'ni �r�z� ��..�. ��`��-4��:,zF�s �u... pp`-i��'a,�; r.: �' I;s ° � ::..i i �� : M����'�� ,��s��d.._�- �'�'��,� �°a�." ¢".��t ��-�i' , a.�a,�°f.�ke i,".+"Pa��,',_ , � a� 6'-11�{ Unfactored: Dead 856 7292 Other 2608 10893 Factored: Total 3464 18185 Bearing: Load Comb #2 #z Length 1.52 �,gg Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2x12" Self-weight of 9.67 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv* = 212 Fv' = 265 fv*/Fv' = 0.80 Bending(+) fb = 1027 Fb' = 2900 fb/Fb' = 0.93 Live Defl'n 0.05 = <L/999 0.23 = L/360 0.22 Total Defl'n 0.08 = <L/999 0.35 = L/240 0.23 *The effect of point loads within a distance d of the support has been included as per NDS 3.4.3.1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3.GLULAM: bxd=actual breadth x actual depth. 4.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5.GLULAM:bearing length based on smaller of Fcp(tension), Fcp(comp'n). 54 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 M1 Gig Harbor,WA 98335 engineering 1riC, Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer s.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(14.06)* psf Load2 Live Full Area 40.00(14.08)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : � ��� � � " r � ��r � �� � a � a _ x � :�fi��i � .� �p � b q�`° � "� 3 £ t � �, T�'R ;. �h F ,� 1(x t �' �a y m a6 ��4 �t��; '��t � � r ..Md 'e� � �-� `4 �# �} �r 4 v°�k L� y �' *� ,�; �.�� :.� fr h !�'�}+�L�-�'+ �� � � . �'�� }� i- "� � X v. t i � a � �'� �- at _S � ! �'-y�� : t y.'�"°'� � i�� � `} .�� rs�� � � �: ��,�Eti��rv� � .a�i � "� � R:,����,,��i '�� �,.,�,��1 �-s'�s -F��.y,��.�.��We � �`� �,� �- x � a I*� �,r� F ji �� :a r a K '�,��� #� i� p ��j r 2i 3 x`i"� i A ��i� Y'�`-�-�€'"'�-°e � � 3i E 24 a t f�, � �'^' �r.,$���' �' "g4 � s r � ,.�"�-r r�°� : ����� E[fi�' ��.n .����bc"� � �t ' '� c ''� � �i t ,�*,��=�°�wE s=�,�� -�,� . `" �k '�i�,��,.�1 v�'h��`�'p�h �§��- � d � -f�n};ir e�ln ,. 7 + �; ,� �j�"��,� �, �'$�,� ��ai'¢ v a y. -i� _:�� � i � � R � �..?� �;=; i ,,.,, s *' p � s� t} ,.� ,: - e „. �a���"� -«:� ;�.i, • � x , . . . � `, ;�_ i . . , . ..r � w , r. :, �0, 5'-8.5�{ Unfactored: Dead 424 429 Other 1608 1608 Factored: 2032 Total 2032 Bearing: Load Comb #2 #2 Length 0.93 0.93 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in)usiny N�s 2oos: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 69 Fv' = 180 fv/Fv' = 0.38 Bending(+) fb = 697 Fb' = 1080 fb/Fb' = 0.65 Live Defl'n 0.04 = <L/999 0.19 = L/360 0.19 Total Defl'n 0.05 = <L/999 0.29 = L/240 0.18 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 55 of 63 COMPANY PROJECT Hod e Hodge Engineering, Inc. NHD 2640A 2605 Jahn Ave. NW,Ste. E5 M2 Gig Harbor,WA 98335 engineering 1riC, ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet Sizer 8.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(12.58)* psf Load2 Live Full Area 40.00(12.58)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : �� i �� �� �� '�� �' ' i i rrk- ` i 4� � i r � ' z � . � i � lµ t ( " � .�, " 1 'B � '� � �'.�:'� : 9 � .-�a � �'n �it� i � { ���5�ti, rta- -�:..,�a n*���d� q ��.�„F �d � ti€ � ��� ;t��� '` a $�h� 7 � r E,�ii.�"� �' 3 � � z� }} . , 's�,� f�a ���'7t �p��F -3 Y` : �� = �� � x ; �7 � �!�4"tM , � a �r 5 1 �„ �"�' t , h��r � � i ��i � � �° a 4 � � i ' e I� � � �a , ;„�� '�.�`�;r � q; � � � � ��,�,?I i� A'.��.. �,�; �t�-.i �p" "c j:` ��„� `� ' t �<�, ":., ,s, r ° `� s� ; � r,zc. �� , : a��,i�i ,'� s�. •`�_�. � � ��' 5'-8.5�{ Unfactored: Dead 381 381 Other 1437 1437 Factored: Total 1818 1818 Bearing: Load Comb #2 #Z Length 0.83 0.83 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x10" Self-weight of 7.69 plf included in loads; Lateral support:top=full, bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in)using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 61 Fv' = 180 fv/Fv' = 0.34 Bending(+) fb = 624 Fb' = 1080 fb/Fb' = 0.58 Live Defl'n 0.03 = <L/999 0.19 = L/360 0.17 Total Defl'n 0.05 = <L/999 0.29 = L/240 0.16 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 56 of 63 COMPANY PROJECT Hodge Engineering, Inc. NHD 2640A Hod e 2605 Jahn Ave. NW,Ste. E5 M3 Gig Harbor,WA 98335 e n g i n e e r i n g 1 ri C. Ph.253-857-7055 fax 857-7599 Mar.28,2013 01:01 Design Check Calculation Sheet sizer a.2 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 (9.75)* psf Load2 Live Full Area 40.00 (9.75)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00 (2.00)* psf Load5 Live Full Area 40.00 (2.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS Ibs and BEARING LENGTHS in : � ��i ,� �*� : �.r'`�` � ��w�� �.�. j�t F���R ""��� �t, .� �. � .���E ��y�.�����`-+��'��_� I� ���, t. �� �" "��� �a� R i � '� ;-"`;re; �� �'�s �: m G-* '� "fi r ��� �"`�,.�:-��l•,� x�k ��a3� �` `�? �°�s� * i r`_ �,�� �'�-�`#a „�,r" 6 ,�- ;e G �,'q a'F z� � ;�r - � ",_� � ,, �.,�� �, • ' � ;'� � . k � � �a . � � �E ,� � �� ��a� �� , ���� � a � � � � � .� � ��,'�,;� , � , ��� � �� +� �a� � � � � �% �, a e � ,� a� �`l�i� �isr���� ��� F� ,� ,�� �a , '�� ; r� r����� � �! �� � �nxt���°��� ���� y �-�� � I t�''� � � €w 3 � r ti � n , �� , t °�u. � ; u . -� r � �, y;. r �`,�` €i i`� � � ,���€ i+ i ,�' S '�� � ; ''I �- ` 4�_ s r.., ui ^ � ,�"�"_{ ti �„ ,! s _ i t r � `�R" c�; '�f F t �! i r a �" . .r. � . � .� y � �., ° � �� a . „ +«� . . . r ��. , . . - . ..:. .� . - ��� 6�'$.2'{ Unfactored: Dead 692 692 Other 1572 1572 Factored: Total 2263 2263 Bearing: Load Comb #2 #2 Length 1.03 1.03 Cb 1.00 1.00 Lumber-soft, D.Fir-L, No.2,4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 62 Fv' = 180 fv/Fv' = 0.34 Bending(+) fb = 615 Fb' = 990 fb/Fb' = 0.62 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.14 Total Defl'n 0.05 = <L/999 0.33 = L/240 0.16 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 57 of 63 COMPANY PROJECT Hodge Engineering 2640A Hod e 2615 Jahn Ave NW E-5 M4 wwb Gig Harbor,WA 98335 253-857-7055 engineering 1T1C, Mar.29,201310:07 Design Check Calculation Sheet WoodWorks Sizer 9.2 Loads: Load Type Distribution Pat- Location [ft] Magnitude Onit tern Start End Start End Loadl Dead Full Rrea 10.00 (5.00)* psf Load2 Live Fu11 Area 90.00 (5.00)* psf Load3 Dead Full UDL 80.0 plf Load4 Dead Full Area 10.00(13.00)* psf LoadS Live Full Area 90.00(13.00)* psf Self-wei ht Dead Full UDL 7.7 lf *Tributary Width (ft) Maximum Reactions (Ibs), Bearing Capacities (Ibs)and Bearing Lengths(in) : 5'-1.1" � ;� Fy, .� ��'3 t� p . + i !-�4� : � i.r .'. avt � ,i x ", {i >i t .� � i� � y "�£%' � i a ,� � �` � li �r I �,a i , ���, �,�ry �r � ��,� � , ��. ?� �a�,+�Tp `` "�; I�4"f- � �'�' �h v. � 3�'�� � �� i �'�,-�. i€ t �'�,�` i .i�,� � �ti t� -�q Sr ��' � �a� � � �����a t r,�'�r�,�_ ��3i: � �ii .� �7��$' �� ���Z",a ° '�g" e'W � "^ " �n`7 r- n,� i a ^"g�^,',�s- �'"�M,�' `�t�'a ,1� �pa��,� ,,;��'d s -'r�{,i �„',� ��o . � �� � �, - � � �r � � _ � t*`�- � � � �! l � e � - � a�aH�s�, zN!� g,� � � - � y� i ���� � ,P' �� ? .:r t 4�.- ..,�".�$ J�� u iaµ ,x .�;'� �,�, -: t. � ��' ._a�,.._ � , _,� , F'-�' '� r � 0' S� Unfactored: Dead 669 669 Live 1800 1800 Factored: Total 2469 zq69 Bearinq: Capacity Beam 2969 2969 Anal/Des Beam 1.00 1.00 Load comb #2 #2 Length 1.13 1.13 Min req'd 1.13 1.13 Cb 1.00 1.00 Cb min 1.00 1.00 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Non-wood Total length:5'-1.1"; Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress (psi)and Deflection (in) using NDS 2005: Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 77 Fv' = 180 fv/Fv' = 0.43 Bending(+) fb = 742 Fb' = 1080 fb/Fb' = 0.69 Live Defl'n 0.03 = <L/999 0.17 = L/360 0.16 Total Defl'n 0.09 = <L/999 0.25 = L/290 0.19 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2009),the National Design Specification(NDS 2005),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.Beam is in a system of 3 or more members spaced 24"or less apart.System factors applied according to NDS 4.3.9 58 of 63 �1 . Post Capacities � . www.stron tig e.cor�i �,�,,,, ; i Post Capacities roil over images below Past Compression Loads to see larger image for pouglas Fir l.arch far Southern �ine ����, LL�M �a' for Spruce Pine Fir �� ���a � �; :,.� for Hem Fir � ��a�, . .� � ��ri° z , � :,���. `�, PostTension Loads �� , ���' for pouglas Fir Larch ��� HD3B Vertical NTT�4 Vertical for Southern Pine '' �; � ��� Installation Instaliation for Spruce Pine Fir � � ��° ° far Hem Fir ������ � �� ���y + � �� ,� Catalog pages (PDF) � � ������ � c' Help for dow nloeds ��t ���� '��F ',� °� ��d� �� �il �' :. ; . ��, ; Typical CkySQ- NDU Vertical � � . SDS2lnstallation Installation . , , .�..,,,.. s��� �,.'„`:` a Post Allowable Compression Load Tables: Post Allowable Compression Loads for pouglas Fir Larch ---- _ _---_– -- -- -- --- --- -- — ____ ����e� �, p,�rp 10 ��� eompressr�rr ca�pa�Iiy Paraite►to�ra�.P��6bsy(ia� c��pr�assian�,a�aty Pa�alt���o Grala�,P�(tbs}{160) �� _ __.�_��__,___.� __..� _.._��. _...�_� _� _�. faa�inq Gta�q, ►4ar�uta�top�1ate B#eiqhx(rttl Nam��n�l TOp P��tB Heip�l tl�} i � S�ie � Eirade P��(Ihs1 g _ � g �10 I� 1l , �� _ 8 �9 � 10 ��; 11 � 12 j J �xa � _�2 , , 32&� ' 3t7'0 ��p � 2t2t� 1�G� �A�a ��� � 2'fi�4 21��0 ��5. - �82Q � � ;SxA �2 54�p 5�95 431��a �535 � ��A5 � 2d$� ` � d�rq _ 3f��v ' 3�t1� ' 2534 _� 2-2x; ' �2 = 6��5 �� fi340� i 5�65__ � _.4��{1 _j_...3535 ��85 �.� �._,�5365m. __ �364. , ..361q� f _�74�_� � _� � ___ � _� bn__ � d�d5 � d120 348t1��� � � 626U 509t1-- �215 � 3�5�5 . _ d-9nch �x� �2 _� 7�5 T99S E _. , . 6425 E ____. _ _ ._. _ . _ ,__ � 4V�fi 3-2x4 f +F$ J�45 �� _ 951� �. fi745 � 6350 � 53(Dfl 44t'S _�,i�� �OAS 6�45 542U � �555 ; �xfi �2 T2�30 � t154a ' 9�4�C1 r745 � BAfiO.__.t_�_548(!__ ��"��'� a'._9&10 _:_ ?98i}___.. ._6610 1 Sa6� ' j �� Ax8 '�#� � �5�5U� 1509{7 �23�5._�__-10]�5 �8�85 717�5 1 12�� = 1�56D � �1U6 " �7320�.� ! 4x�4 I �2 20235 19U�0 `, 15�50 12910 tt�790 9130 ��r', 16395 133�r0 110�4 � 9�325 2x6 �2 v155 ,��i I' �' r-Y�{ ` . $ ,.�. .:k� .�; a tt =�� ` r`'��BdM,, '�7�i� 7��;` ,.�d : r� � . . ._ � . „-- ._. �_.. 3xH s �i2 � 5595 s1 . � '�a� �`���'(U�: m`� 5r. ;� __ ti �`` � ,- � „a.�i.'��—`� ;"��1�!r =�9*� r ; 2-2x6 . . �� � 103�5 ' '�7���.` 15�9� °� �_�1�S � � 14�5��;. �� �, q,�� � �.��'` � 'k� $,"` "1�1��x ' .°�'��t,��� U��rich ax6 �z �� t243D ?.�2�r .:' ��,z i�5�' �i�4 ° _ �+� �:= t � a •��� : 1$� �� ��� � �� �tt �` � �'V�fl _., .�_.av._. _...._e __w.w._ � � �-�x6 �2 ��47U ='2� �� �� °� ���, �815t5',� �'f��5 ��3� �'� ���� � ��1 ��. •'��D� ;. _� .x�, � ' 6xB ..s `�t 1�305 � �� � �� �k ���fi5 �:, ��480�`� t��35 8 3� `��185 �:�4�,;',..� . • i9�5 ��� ` �x� _. �� „_. fi�a?$4 F ���tF 3�'i'�5 '� '2�14 °21��0� 2�775°'m =�87"f5; . 41'�3�� �5Ga4, , ° �� `'�"6�+Up See footnotes Post Allowable Compression Loads for Southern Pine strongtie.com/.../post_capacities.asp 59 of 63 5/�, �.. l�r��e��._ P��p tu _ �om�ressf�n Capa�ity Parallef t��Gratn ��4Fbs�(10� . _��a�pre��i�►�apa�iiy P��al[�I�t�rain��P��Ibs}��6Q)�? . Fr�rtt�n� ' � Grai�r, �I�r�ia�a�7op F°l�t��#eiqt��(fkl N�min�sl't�p P���e#i�aipk�i[�#� 1 5�ze ; �rade p��(lprs) �� � _� w. . 10 �� t1 -� �2 � �9 " " � ' 1Q i 3i � �� j � �� 2x� a �� � 2�J�5 ��� 2��� 2115 1 ��GS 9��0 3�_�; 2635 �� 217'S � � t�Q � 1�gS i �x� �� � ���5 �� ��3� ��� �S�J � ����I � 2�8G 5�}� � A�� � �62� � .- 3�70� �52� ����� 1 �.2xd �2 � 5��5 � .� �[�? e �1.�5 �42�5 i�� ��� �. 29�5. e �rfi� '� �3�5 �� 43�5�� � 3�5pQ � ��725 , : � - ,�� _ . ? �-tnch Axi �2��,�_s_ 69�� � �.���' _ 6l�25_..__ ._#�4p �_ ��i�15__ 34TS_ ,. "� �� "�a_e6240 � SO�Q__s.. A�UO :.. �S3�P '�� '': �I� 3-2x4 � __;t2 694'J �6�€►��. 774� �3;�t1 ` 52�i7 � �4�` �`1f���� ,�. .B02U 6520 5�104 ; �S�(i '! � �. �. �._ . , a e _ _ - �- � _ � ��6 � � 'i��75 ' '�1��!` 9�35 � �IdS 6455 �454 ' 1� �� �18� � 7�fit9 B59�1 ���5 � .___�x8__ _._ ��___._� t�3�5 S��D 12',.�'95___ __1d]'18�5 � 64�D.�m r175� ���55 � W_12875_.�w� jtf�7s�� _ 84'i8Q ; . 7300_� � 4x�t} ���� �� 982'9Q �"#�+��5` 7�760 f�950 I 148�� ' 914D $��i .� 183�5 � 133;� �� f1U6�} = 931�J�' � 2x�r �2 ��ECa4l �+1� _ ��'� 7� 8��4 5 ��12� } n9�'X5 ?�25� �35 SFr1il i � 3x6 �2 �7T� _._f� ,_ 13+�Sa � #i� ,. : �0�1� '� •�1€�DS� �"t�6'�� �����4� ���� �54 � �,,.�.,.� ! 6-�nclt 2-2x� � �2 __ �325 i��;x °1�38Q 7�19� .s ' 32�i� ' ii�l4 �`�56� "1��a` �5��� �t�185 �i�2� � '►�(� 4x6 � .�w 1Q8�5 �f8�� ���I�� �t�Q� �� ��3nt� ' ��'��� �� -�f�T� � t��� ������ i��# �3�! _ _�.����i ��2 __.� �39�85.�. „���`:�' �5�ti.� ���� ', 1�S ', '�5�1�► �3� 2��29i.. 2���•'' �9�8t1� °��$3�3 '. 6x� �� �rv �t7t�9Q } �t�� �4�`7iM 1 5 ' 1?2&0 � 1�655 ` � �CQ �� i ���t �l;�75 : � �x6 �1 . 2��QS a�937�_ ��#0_ ...�a6�I_ '���U_} 2t��� �40w_��.��a7�� :_�1�D_' �tE�._ 24�'E5._,, See footnotes Post Allowable Compression Loads for Spruce Pine Fir l,urn�e� ` �p� �Cam�r�ss�nGa��aGiiy�ara�Eeii�Gr�u� P��f���{1�t� Co�pr�s��an�spa��tyP�ra1E�(�aGr�in �,�(Ibsy���v) 1 __.�._ ___�. ��ar�iag s � �rain. I+t�m�tnaFt`ap P��te Ne�ph�(�t} _ __ __e_v T __..��4r�(nal 1`ap Plate Ne��b#�ft} � 5�ra �r�d� : P��I�bs� � � .�_� ��a �f � ��. e_ ���� _, 8 �9 �� a�°_��,�1 � 1� °� ��.�.� �a�a �11�� ���2�Q � 27�� � 22� 1�5� � 154#� �3U5 � 2.3�d3 � � a�p5 1�7� �32� _ � 3x1 _��r���y__ .3rZ0� , `.4�`�''s� 37�� �_3t�EQ 257{� 2170 ���5 ���r"� 31,�� Z�G3b ��2�tb ! ; �-�neh 2-�x4 #i��� d96� �5�� �U��� �,���� � . 2�a�� . 5�i"� ���7� �' 3�� 31�5 ° 7� +�V`al� Ax� �i��� 52i3� �� � 3�!_ �` � �245 ����� ,i�.m3�95�� �Q9Q �.�..� ,°��',� ��� A�44 � 36$(M ��5 � _ _. �___ �. .� _ _� _�,_.__._._ �,.___. �� . � �-2sv� � ����� a. ���� :"��,32�!� T � �'�1� ������� j 4625�.�� 331�` s`� ���.�` 571 Q , ���U � 39S�t � ��2� �1t�2 ' fi�5 _ �1�Q'�� ,���'. 7�95 ��� 6t�5 *�2t5� � "!1,'� �° ��5,�iv� . � 761a 6�ta� ` 5�1� ' � _ �x� � B�l�2 . 35�i5 �°�?'�S', , , � �.8�5 .� �t�----�- ,���� '�R"� �.��tM�`=" =i 6��._�__��.� _.°�8@��° � y f +} �p µ] e(+�.�''}�+ �{��y {} ?�Iy�!yp/�/y� �{�[r�ry �]�� Q9 E �(�Mr,� �M1� ��1�fi �1�t���� �4's� kY°!1^J �SrMMRf �x' 4T� .t f7d�F�, � �$WJU . ��� tt #1GV4! ,Y'S,t:}'�A� VJ� ��. � 4�'�91� 2�ht6 #1��2 � 7'{�9� , ���� , c���� �t^��#} " 1�� � �� ' ' ' `�Q �$1�� , '''I��O t�+15�M '�3'�� '�� ' 3-2x6 , �td#2 ���luu, �'" �.«�, ,.�5��� � 1�4}�5 b12�5 - 10f� �2' ��� '= i is�'�������, °��3� .�i1��1� � � ( ,..._.. 4,2x6 � i�1P#2 _�_ 9452� ,. � C� ..,:�}� �;5��1�..�._ '��7PA ` °: 1�37"3t� ��8�£�i_�24��_ 2���_� ��97`f�4 ���.�� See footnotes Post Allowable Compression Loads for Hem Fir ....� ; l,um�er P�rp�a Cam�ressian��paeity F'a��ll�l ta 6ra�o �'e�ih��(tQ� �o�prsss(�Gapacity Pa�al�et t4�rafn_Pc�I�}{t�0)�._1 � �ram��rq � ' �� Gra�n, N�m�r�al Tu�.�lat�Hei�bt f�t� N�r�i�{Tnp Piate Ne�qdl lfty i S3ra f,rade ; F t(Ibs� ___ ._�__ � ._..�.. � 9 10 ��1� �2 ��..� �_�� ; 70 ' a� � �2 �i �, ��.� ._�t� ���_� �t2� ��3� 21}� 173i1. , _ 1.��5 1�1� 2��5 � e ��$t� r, ��70 1A�5 � i�3� �fi _ ... �,m_.. _. _ . _ _ , 3x�t _._. �2 35�� s 4��.5 ��3�2�.� ._28�4�� 23�5 �Q2D � ��"{} � 3�3t7 � 295+J -. . 29�4� � Z��O ., ,.___._ �-�nch �-Zx�9 , �� �9��� ��"�� d23� �460 � 2�?� � �d25 ��,,,�5�� ` +�?� � �5d4 �92� � 24�q � 4�aI� 4x4 �2 ��� 49� ���0�� ��a ��b�5 ��� 3�55 � ��34� � � �4����'� a�25 3Ar5 � 2��p .� � 3-��a x.. .�� _.w_ b�80�� . �S�Ef.° �fi�d�� �� 5i85 � ��t�____� 3���� � �� �5�� ���� .�.. �3�{� �; ��0 ( 4-2w� ��� .e 9".�t5 "'��� ��4�� � fr'��5 57�aA � �1�5�1 ��1��`� °��z' � 7pr� ` 5�55 '• �1�2q '' � �x� � _�� � '�3A0 � 7�5�r �88�� �� `���E��� �= �9�5� Tv��a ; 5��'S�� Y.,,r'�'�� � �8t► � b�I�Ch 3�;� d2 5''a�4 �13#� ',��� � � �40 ; ��} �� ���1�� °'��! ��k�� �� 1t�a 1� ; 7�� �r � �5 � '� i 4Y�1J �'�x6 �.TM� �.._6E±�5 4 ��13 ����76�'t� ;l.��1�k��,m d�i p�= �?25�"� ^"�,��65 =1�6�11 12550�; ����4�r� °�165'� ; �-2x�. .�..._�.�_v�� fi�5 � ��� ;�"�6t� ,,.�E�S7�s �l��,�.:'��i�� �x � �������r _`,`t� �� °°�1�^� `� ;�8��• �_...�.�, . .n���x6..,� .._�'? ...,���25 ,._ �'•��5 �'�l�.r � 1����,� ,.;s°�i�,.,i £.1� `�° 28��i5� _'.. m; 1�'�... ��rk���.= � ����5 rt See footnotes Past Tension Load Tables: jtop Post Tension Loads for pouglas Fir Larch strongtie.com/.../post_capacities.asp 60 of 63 �5 ' A1lowable T�n�i�n L���nb�r pt, �Ibs)�16�� frarni�� ��It Diameter{�n� �ize �r�de � �,� �e� 'Y$ � 2x4 �2 72�5 6��0 582� 53t�5 5�45 3x4 �2 �2�75 1�1�� 97C�� 88�4t� 8�41U 2-2x� #2 14�9C� �2f6� 116�45 1��i10 1���0 4-Inch �x4 �2 169�15 �41�C� i3585 1�375 1�775 4^Jail 3-2x4 �� 21735 1$240 1�4�� 15�15 15��5 ��6 �2 ��025 19325 185(l0 1�85� �6035 � 4x8 �2 2�t115 2�51t� ��510 �Q510 1951�} 4x1{� #2 �27�i5 ��5t}� �633(} 2399(1 22815 2x6 �2 �8�,5 SS6t} 86�5 �185� ���i(l 3xfi �2 �i��45 14765 �439!� 13640 �327� 2-2x� �2 197�5� i771� 172�5� ��37t1 1�9'�a �-1n�� �x6 �2 2�{)25 20�7fl 2�14� i�100 j8575 Wall 3-2x�i �2 296t�� 2�575 259�� 24��� 23885 6xfi �1 39�330 3584� 3�94C1 �3125 3���5 6x8 �� 5445� �88$� 47645 4517{� 4393{7 See footnotes Post Tension Loads for Southern Pine Alto��i�le Tension l.�mb�r Pt, �Ibs��1��� Framing Btrlt Uiameter�i�� Si��a �rade � '� �Ye �',� f 2x4 �2 7245 +���0 5��t� 53�5 �{�45 3x� �2 �2�75 �0135 9�0� 884� 8�1�Q 2-�x� �2 14�49[� 12160 1164� 10�ai0 10090 �-I�ch 4x4 �� 1�9{l� 141�Q 13�85 1237'S 13775 Wall 3-2x4 �2 21735 1�244 �746� 15�915 1�13� �x� �2 �30�� 1932� 18��10 I�i855 1�435 4x8 �2 2S(l15 2351� 2�51� 2051U 19�51� 4�1� �2 �2��5 �75�(� 26�3U 23�9t1 2�81� 2x6 �� 9865 �86t1 8Fi�5 8185 796E� 3x6 �`� 16445 1476� ��43�0 13fi40 t3.2�� 2-2x6 �2 1�735 97?�5 1726� 1��?Q 159�t1 6-�ncfi� ��� �2 2�{�25 20�7{� 201�� 19�0{l �5575 Vllall 3-�x� �2 ���iflf� 2��75 ��9{}� 24�55 23885 6x�r �1 3993� 35�45 34��{� �3��5 32215 6x8 �1 54�5Q 4�8$(� 47645 45�7t1 ����{� See footnotes Post Tension Loads for Spruce Pine Fir 61 of 63 strongtie.com/.../post_capacities.asp 5 Lur�t►�r Rlt��r�f�le Ten�io� . . Fr�min� �"t, E��. �1��}� Sia�a �rade B�It Diam+ater�in� t� 'r�t � �fe 1 2�� #1f�2 ��7{l ��6�1 45�5 415� ��SU 3x� #1.�`�2 �4�C} ����1 �5��� �92!� �58� �-Ir�c� 2-2x4 �1�#2 1134�1 9�20 �11� �3(�5 �9�Q '4�+�1i 4x4 �1l#2 1323D 111(�5 1(�6�� 9�85 �21� 3-2�� �1I�`2 1�O�Q 142?5 13fi�a 1�4�5 11845 �-2x� �1l#� 2�6��1 1'�Q�S 1�22� 1���15 15��� 2x�a �18�2 77�� �93(} �i7�5 64�� ��30 3xfa �1��2 1287� 115�55 �126f1 1{�i675� 1�}3$� 6��n�h �a�x� ��,°�� 1�445 �3��i� 13515 12��(l �24�� 6Na�il 3-���a �id�2 1�42t} ��17� �5765 149�#5 1�5�� �-2x6 �1�`#2 231�i� 2fl79!� 2(}27� 1�215 18���1 See footnotes Post Tension Loads for Hem Fir L�mher �llawable Ten�i+u� Frami�g Pt, ��s. �16�� Siz� iGrad� B�It Di�m�t�r(i�� i� �lz ��a �/s �1 �x4 �2 6615 5�5�1 ��15 4a4� 4�(�� 3x4 �2 1��2� �2�5 �$��} 8�7�1 ��a8(l 4-I�ch 2-2�� �2 1�23fi� 111�� 1i1�i3{} 968� �215 �N�It 4x4 ,�2 1�4�5 �2�5� 1�4Q� 11�i1(� 1�75Q 3-2x4 �2 1�8�45 1��i�5 159�4� �45�� �3�2� �4-2x4 �� 2�46t� 22214 2126� 19�?� 18��� �x6 �� �tl�lQ 8�19� 7885 i�75 7270 ��fi #2 ��015 13�8{� 1�1��1 �2455 12115 6-Ine� �-2x!� �2 18�!�� 1617� �5?�5 14��5 1�535 W�II 3-�x� �� �1t��{� 1�870 18�9� 1744(? 1�'��Q 4-��� #� 2�t1�5 242�� �3��t} �242(� 218�}5 1. Ailow able(ASD) loads are based on the 2005 National Design Specification for Wood Construction(NDS)for lumber w ith a moisture content of 19%orless. 2. Compression parallel to grain loads are based on an effective post height, le,equal to the nominai height plus 1 1/8"(due to the most comi�on pre- cut stud lengths)minus 4 1/2"(thickness of 3-2x plates). Ud ratio is based on d=3 1/2"for 4-inch w all and d=5 1/2"for 6-inch w all. 3. Shaded values are limited by the F�rpendicular to Grain bearing allow able load, P�1,w hen posts bear on w ood sill plates.Where posts and sill plates are different species, Designer shali limit allow able load to the low er of the post capacity or the perpendicular to grain capacity for each species used. 4. Perpendicular to grain allow able loads do not include the NDS Bearing Area Factor, Cb. For posts w hose bearing area is not closer than 3"from the end of a siii plate,the Pcl values may be multiplied by Cb. 1�(1n� �.� 2'.5 � 3.5 4.5 �.5 �� Ib=Bearing Length(post thickness) �� 1'.25 �:15 1:13 �.1'� 1.�18 1.�I7 1 Cb=Bearing Area Factor per NDS 3.10.4 strongtie.com/.../post_capacities.asp 62 of 63 •5/3/20�1 Post Capacities 5. Allow able tension loads are based on net section assuming hole size equal to bolt diameter plus 1/16"w ith the hole drilled on the 3 1/2"face of post for a 4-inch w all and on the 5 1/2"face of post for a 6-inch w all.Tension loads have been increased for w ind or seismic loading w ith no further increase allow ed. Reduce w here other loads govern. 6. Values do not consider combined axial and out-of-plane bending. ,4 to p Printed May 3,2011 from httr�//www strong�ie corrd�roducts/connectors/p���pacities.asp OO 2011 Simpson Strong-Tie� 63 of 63 strongtie.com/.../post_capacities.asp , � Hod e use onl �I�� � � . - . " - . . . . " � engine�rinc� inc Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support . . "Company: *Phone: *Contact: Fax: *Hodge Engineering Proj #: Mobile: Architect/ Plan # Email Address: "Site Address: Items with " are re uired. . - . . Description of Problem: Mailinq Address: Billinq Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodqeenqineerinq.cam