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VORTrp�y CONSTRUCTION PROGRESS RECORD sz CITY OF PORT TOWNSEND _.t 0 Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 POST THIS CARD IN A SAFE,CONSPICUOUS LOCATION.PLEASE DO NOT REMOVE THIS NOTICE UNTIL ALL REQUIRED INSPECTIONS ARE MADE AND SIGNED OFF BY THE APPROPRIATE AUTHORITY AND THE BUILDING IS APPROVED FOR OCCUPANCY,STAMPED APPROVED PLANS MUST BE AVAILABLE ON THE JOBSITE. PARCEL NO. 936904606 PERMIT NO. BLD09-077 ISSUED DATE 06/24/2009 EXPIRATION DATE 12/21/2009 ADDRESS 5837 HILL ST CONSTRUCTION TYPE OCCUPANT LOAD OWNER ROMACK R GREG PROJECT DESCRIPTION NEW GARAGE CONTRACTOR LITTLE AND LITTLE LENDER INSPECTION INSP SATE COMMENT INSPECTION INSP )ATE COMMENT EROSION CONTROL FOOTING SLAB UFER FRAMING 1�l �' �Cj SHEAR WALL FINAL PUBLIC WORK FINAL BUILDING TO REQUEST AN INSPECTION CALL (360) 385-2294. INSPECTION REQUESTS MUST BE RECEIVED PRIOR TO 3:00 PM FOR NEXT DAY INSPECTION. PORT TO o� CITE' OF PORT TOWNSEND �o DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WASti��- CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION,CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: /09 PERMIT NUMBER: ] 09 SITE ADDRESS: � ILL L CONTACT PERSON: PHONE: TYPE OF INSPECTION: SeL � -tS f .6 M L, l 1 ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re-inspection before checked at next inspection proceeding. Inspector �1t2. Date CUA Acknowledgement Date Approved plans and permit card must be on-site and available at time of inspection. A re-inspection fee may be assessed if work is not ready for inspection. CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT # L�Q�--D DATE RECEIVED SCOPE OF WORK: L DATE ACTION INITIALS ENTERED INTO CHET CHECKED FOR COMPLETENESS EVIE icl IL 1 O VIv l.14 BX6, eC. _ h6ld 6—/1 — p c 1 .S i L d -- U cM / � ; � D� ea�v✓�. Zoning: Setbacks OK? _ Lot Size: / X IS Building Size: Lot Coverage: ( % u 6k __aim FAR OK? S' Height OK? Parking OK? „ Critical Area? wS ;,j 4qi1A-4 lT cz_ Demo? NO r-e �,t h cr v►� 0:3 {o� Historic Rev? a Gn'b`L cv-e_ . big,tv Notice to Title? Lots of Record? I� �o,QoaT BUILDING PERMIT City of Port Townsend 9� Development Services Department ¢wA� 250 Madison Street,Suite 3,Port Townsend,WA 98368 (360)379-5095 Project LMformatiohh Permit# BLD09-077 Permit Type Residential - Garage Project Name NEW GARAGE Site Address 5837 HILL ST Parcel# 936904606 Project Description NEW GARAGE Names Associated with this Project License Type Name Contact Phone# Type License# Exp Date Applicant Rotnack R Grcg Owner Romack R Greu Contractor Little And Little (360)385-5606 CITY 480 12/31/2009 Contractor Little And Little (360) 385-5606 STATE LITTLLC 157C: 03/06/201 1 Fee Information Project Details Project Valuation S9.1 10.92 Private Garages—Wood Frame 364 SQFT Plan Review Fee 117.81 Units: Heat Type: PLAN REVIEW DEPOSIT 50 50.00 Bedrooms: Construction Type: PLAN REVIEW REFUND 50 -50.00 Bathrooms: Occupancy Type: Buildine Perrnit Fee 181.25 State Buildine Code Council Fee 4.50 Technoloev Fee for Building Permit 5.00 Record Retention Fee for Buildine 9.25 Permit Total Fees S 317.81 Ca11385-2294 by 3:00pm for next day inspection. Permits expire 180 days from issuance if work is not commenced, or if work is suspended for a period of 180 days. Work is verified by obtaining a valid inspection. The granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. 1 certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. 1 further certify that 1 am the owner of the property or authorized agent of the owner. Print Name S L,�T'1 �`. Date Issued: 06/24,'2009 Issued Bp: SFOSTER Signature ��, Date D6 L7-, A Date Expires: 12/21/2009 ON RE 2006 IBC LATERAL ANALYSIS AND 1oahnAvehn eNW 2615JahnAve. N.W. GRAVITY LOAD ENGINEERING C�gftbor,WADS Phone:(253)857-7055 FOR: LITTLE & LITTLE CONSTRUCTION Fax(253)8577599 PLAN: ROMACK GARAGE PROJECT NUMBER SITE CRITERIA 9.0099 DESIGN WIND WIND (IBC)SEISMIC SOIL OCCUPANCY DATE ROOFSNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 30 PSF 85 MPH B D D 11 0&18-09 SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC MULTIPLE PER CONDITIONS REPORT PER SPECTRAL SPECTRAL SITES OWNER PER OWNER OWNER RESPONSESI RESPONSESS <16% NONE NONE 0.490g 1.339g NO 1yD n 9 , 0 ,y y �0 0 �� GVtTY ORIGINAL STAMP MUST E VALID LATERAL W A® ENGI.NF-FRING OWV' HILL PLACE JUN - 9 2009 PORT TOWNSEND WA 98368 YG7s> s Q TRUSS MANUFACTURER SHOP CITY OF PORT TOWNSEND ; DRAWINGS PROVIDED FOR DSD , I I ENGINEERING REVIEW: NONE � CoPrRraur©w D.3 SINGLE SITE ENGINEERING NOS ENP R,N� MC. 0o NOT ACCEPT FOR PERMIT THIS ENGINEERING IS FOR LNLE88 AN 0R*NAL RED SEAL THE SITE AND CONDITIONS LISTED ABOVE ONLY LLD 090 b, 7 DO NOT ACCEPT COPY r y Hodge engineering nc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering, gravity load engineering, or both 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 2006 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering, gravity load engineering, or both. 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 ENGINEERING: 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: If included in the scope of engineering gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2006 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. Post and column calculations for typical members are also included. Loads to the foundation or soil have reinforced footings where required. Every attempt has been made to make the engineering calculations and specifications as clear as possible for the plans examiner, builder, and building inspector. t d =_ .1 O r= 20rcn -� m 3 -+ Z d O p. G� Z ku C) Zmm v ri o N Z m m I— ❑ v 11 z /) O Itl � t7 Z )o O °' — — — — — — — — — E 20 g _ (P Lo D a )o I O L II tj —Zp o U ° r fif Z N rn m (z� m �1 r yp ;U o Z m h � m P Ill m - )o rn n rtt \\=�N m o O G - m m -- ® 'm TT ` Iz z 3 0no 'A. ��03 j 0 � �� m in D Cl D HE s N hN r h e D E '-y 1".B'�R 3".8'DFtl V Z z 6m 6m 6T 2 fm Q m � n § �� ❑> � ❑ti � S fpd N QA Ce m� A wws Z rns m n e L m �g0 A 8 m mr �m 14, ^�u O r u�G pCo�yGB` :oG G $�io AGamB _ _; O uA=O �D�DDD S D � Fon m m�® � m �� U' �yZ C s ��--�m��Co ��B' e z ;8s _ s _ a�yS��� 2-3 sgg �;� $ =;ESE ee G 9 P .": _ % � W� oR��' �gG FN�m 6^ � �i$ ��3 �=v Y Y V N V Y 7 �E�b x C7... x lix M�� B- . me e= € �Q i■6 �^ q A x _ �E o ° € m �"� �� 5 a ao 5 L <xtma G P iS R - 1.`��u r3 G Pr R;% 03 43 et d ��6 a �sQ£ vV � _ _� a 9a �a o sio c� _ €1y2yy All g ENGINEERING SHEET RELEASE DATEJ BUILDING CODE DESIGN ROOF CLIENT aa.wema�mden0�n! 05-IS-09 2006 IBC 35NOWSQ4D LITRE d LITTLE CONSTRUCTION _, \\\ REVISION DATE PROJECT NUMBER WIND EXPOSURE PLAN NAME DO NOT SCALE 2Win61 Jade Aw 3 SEC.GUST ROMACK GARAGE .a .deum.nommmnwn k4SJehf Aw KW M mm.�r«e ma.n an i� Suta E5 ■ B 85M PH pn.>b�.wi e.naanea b H%F Gig Harbor,WA 98335 ADDRESS/LOT] "'°a•w.'a"°."on.a"°' A 6 w L / / n.aad.n Vdar b p—c Phone(253)857-7055 \ / !- IBC SEISMIC HIf1PLACE edwrw..in.mne.eeb�.a.na 'r5$ — / PREPARED BY engineering 1 n C Fae(253)857-7999 —— y/ /� DESIGN CATEGORY P�iWA mmaabi..n,. �• ti,�s s�'�'z � •', �•a �f r._- C 4..._�r ��4�F�,yt1�. r,+::. � S!... � .('� •..t yrt ,ST't �+f �` ,G IMf'�" � l�:R��tier ! • 1yy a y`� � 1' ►x�' e� � x (j '� a t•�d r �q�',�0�yj�;r�prp�4 ems- � n•.•eer��� y'.�� '�� F?�i J'« _ { .` ,�,qp� G t � !y a .,$(• �`" � r?a —� tax �-�`[-. •� �T_{f. }`M1 Fey 45�F,�t1� pv�,«•. .F r �tej• ¢"' -��`-".. �f� to- ti`�•',-. �t:t r`n"!�r• �` r•" d•n Y'b "'. e i' ^e�-.- ac r� "m• ?[r. �.i s: vgrnws �{ •:•-'r� x' ^`•4 �F Y -}��T'S��•Va��'S'�'�ly�J `��\�i`C!WZ 4..4 I���Y"'��>��f r4 `y2� �!`�y' , 1 +{�y.�}��J�SFM•��'},�Ik 9�']�'Jy i �ALS e`.'e'M 'f iii ' �`.�x�7�x �,n 4 R �•, ��'�,,,',nsttY 'a��'"yt J n ii•. _ .••+y �S v � m " G �'4' sty t ,�, L��T`•a- �'+'u � �4 c��` .A d ��► �� 1� "�:`:, i stet. �3r s a � ��4�rF Y�f,f� nrt r.r�`' .,�1: ��3• !.7.';}�,�t �'�.' - 1 e,� 1`�fl ,'w� "'"'.ram' s ^. 9.�♦ ����- � r:•� It y t - k•'f' sr *,3.ky d& o sL: " ` r f.4 t � uro-It1P kr-.-•1 s w�'-tr d2'•��. t �� V e t,S t.4 3 y i p i�,.� � �-•. r a t A -, t, C e�nL' %5 t I 4G 17 t f" tom•-h.7°`� �d N ]r,J r !j •- -� e Tt1� { z 8` rt .1•F c a _' .y'i7'l :?',. st P•C 4Y+s s] ,�. 1'�r-" :,� Y x�; Y I °S 4 *f•�.� 5 7 Jam- �`r���' �•�� �,� o ✓ r. ,}w:s•• a> t^ `9`7'Lt• .. rY" .t ,,.^'' fit• t'`r z �} i• ��'`. } R •- l �r4{'t ?� Cn.n '}L'liv fr.• " _ i r�cf��xS ♦•. !s{r.+� � zv tl ;1 s�,i�••e.Jix Ih� 'r•r.Y r '}, s •�Y`� 'a C,• ,� � •. 6 s �r� ��,.r1-rl�S`.°.'LI_- � ,'`i,'.a..li s.T �t4,�4 �? Y•� I •°'fir,.� F t'' lj E.6 • r {°si ti.N ` �"e. -r T.,t } f Y t >r1r�'i''11H11 s-Y IN a3'at ;t.•2e Yy.. 'gr� e r y$ 1 >'y y •,ejs_ 71 ti� a' . ,�`� L - r •"-"'Lue•��nif�,�"j ,tli z1.,,7ii ri yl �r4:} rli�tl� „ Dr• ' �'" 'i�tt^firi`r �s-,,� •sf'j,T�f'.r� e' r" • r"� 'a3a'r i�•a•a ` ' t?.�k.... +f�rtt4. rita-i,.3?�.��'`_c p _, �ci�,'t�. . �Jt ,_i;'•tJ "ct.,,za.•u ,: �.Jfw`�.,-' Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.131192 Longitude = -122.782387 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 1.339 (Ss, Site Class B) 1.0 0.490 (S1, Site Class B) 4 of 26 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks®Shearwalls 8.0 May 15,2009 10:40:39 Level 1 of 1 30' i _27 5' 310 51.0 31.0 25' 420 C-1 ' _ o _ i .....17:5' M 12 �_ 5 17 -10, U G ._800 V U m, rn � 00 229 A 1 _..... 0' - sic C&C14.1 61y o' o' � N ....... .......... .. - - - 2.5' 31.0 51.0 71.0 MY i --15' -17.5-16-12.5'-10' -7.5' -5' -2.5' 0' 2.'5' 5' T5' 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' 52.5' 55' Factored shearline force(Ibs) t-1-U Unfactored applied shear load(plf) Factored holddown force(Ibs) " Unfactored dead load(plf,lbs) •C Compression force exists O-O Uplift wind load(plf,lbs) ■ Vertical element required Applied point load or discontinuous shearline force(Ibs) Loads Shown:W;Forces:W+0.61D. 5 of 26 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks®Shearwalls 8.0 LATERAL ANALYSIS.wsr May.15,2009 11:24:42 Project Information COMPANY AND PROJECT INFORMATION Comp ny Project Hodge Engineering, Inc. Exposure B 2601 Jahn Ave. N.W., Ste. A-1 Seismic Category D Giq Harbor WA 98335 12006 IBC DESIGN SETTINGS Design Code Wind Standard Seismic Standard IBC 2006 ASCE 7-05 All heights ASCE 7-05 Wind Capacity Increase Load Combinations Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Nail Withdrawal Modification Max Shearwall Offset[ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F Dry Dry 4.00 - Maximum Height-to-width Ratio Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold-down Forces: Based on applied shearline force Seismic Materials: Ignore gypsum for exterior walls 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 Exposure Exposure B Design Category D Enclosure Enclosed Site Class D Topographic Information[ft] Spectral Response Acceleration Shape Height Length S1: 0.490g Ss: 1.340g Fundamental Period E-W N-S Site Location: - T Used 0.095s 0.095s Approximate Ta 0.095s 0.095s Maximum T 0.114s 0.114s Response Factor R 6.50 6.50 6 of 26 WoodWorks® Shearwalls LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev ft Depth in Height ft Ceiling 10.83 0.0 Level 2.83 10.0 8.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 1 1 Story E-W Ridge Location X,Y= 0.00 0.00 North Side 30.0 1.00 Extent X,Y= 20.00 19.50 South Side 30.0 1.00 Ridge Y Location,Offset 9.75 0.00 East Gable 90.0 1.00 Ridge Elevation Height 16.46 5.63 West Gable 90.0 1.00 7 of 26 WoodWorks® Shearwalls LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 MATERIALS by WALL GROUP Wall Sheathing[in] Fasteners Spcg[in] Framing Members[in] Apply Grp Surf Material Thick Orient Size Type Edg Fld Blkg Species G S c Notes 1 Ext Struct Shthg 7/16 Vert 8d Nail 6 12 yes Hem-Fir 0.43 16 1,3 2 Ext Struct Shthg 7/16 Vert 8d Nail 3 12 yes Hem-Fir 0.43 16 1,2,3 Grp-Wall Design Group;Surf-Exterior or interior surface of exterior wall;Spcg-Edge or field nail spacing;Blkg-Blocked;G-Specific gravity; Spc-Wall stud spacing 8 of 26 WoodWorks@ Shearwalls LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 SHEARLINE,WALL and OPENING DIMENSIONS North-south Type Wall Location Extent[ft] Length FHS Height Shearlines Group(s) X ft Start End ft ft ft Line 1 Level 1 Line 1, Level 1 Seg 1 0.25 0.25 19.75 19.50 10.50 8.00 wall 1-1 Seg 1 0.25 0.25 19.75 19.50 10.50 - Opening 1 - - 8.25 11.75 3.50 - 8.00 Opening 2 - - 14.25 17.75 3.50 - 8.00 Line 2 Level 1 Line 2, Level 1 Seg 2 13.75 0.25 19.75 19.50 2.50 8.00 Wall 2-1 Seg 2 13.75 0.25 6.25 6.00 2.50 - opening 1 - - 2.75 5.00 2.25 - 8.00 Line 3 Level 1 Line 3, Level 1 Seg 1 19.75 6.25 19.75 13,50 0.00 8.00 Wall 3-1 Seg 1 19.75 6.25 19.75 13.50 0.00 - Opening 1 - - 8.50 12.00 3.50 - 8.00 Opening 2 - - 14.25 17.75 3.50 - 8.00 East-west Type Wall Location Extent[ft] Length FHS Height Shearlines Group(s) Y IN Start End ft ft ft Line A Level 1 Line A, Level 1 Seg 1 0.25 0.25 13.75 13.50 5.00 8.00 Wall A-1 Seg 1 0.25 0.25 13.75 13.50 5.00 - Opening 1 - - 2.75 11.25 8.50 - 8.00 Line B Level 1 Line B, Level 1 Seg 1 6.25 0.25 19.75 19.50 6.00 8.00 Wall B-1 Seg 1 6.25 13.75 19.75 6.00 6.00 - Line C Level 1 Line C, Level 1 Seg 1 19.75 0.25 19.75 19.50 19.50 8.00 Wall C-1 Seg 1 19.75 0.25 19.75 19.50 19.50 - Type-Seg=segmented,prf=perforated, NSW=non-shearwall;Location-dimension perp. to wall; FHS-length of full-height sheathing; Wall Group(s)-refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 9 of 26 WoodWorks® Shearwalis LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 Flexible Diaphragm Wind Design SHEAR RESULTS North-South W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V[lbsI vmax V/FHS Int Ext Co C Total V Obs] Res . Line 1 Level 1 Ln1, Levi 1 Both 1 777 39.8 74.0 339 1.00 S 339 3554 0.22 Line 2 Ln2, Levi 2 Both 1 1509 77.4 603.6 638 1.00 S 638 1595 0.95 East-West W For Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Ld.Case V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levi 1 Both 1 229 17.0 45.8 339 1.00 S 339 1693 0.14 Line B LnB, Levi 1 Both 1 800 41.0 133.3 339 1.00 S 339 2031 0.39 Line C LnC, Levi 1 Both 1 420 21.5 21.5 339 1.00 S 339 6601 0.06 W Grp-Wall group as listed in Materials table;For Dir-Direction of wind force along shearline;Ld. case-Critical load case:ASCE 7 All heights Case 1 or 2, ASCE 7 low rise T= Transverse, L=Longitudinal, all other results are for this load case; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co=Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS*-Design shear force =factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Co*-Perforation factor;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-Combined shear capacity of wall or total capacity of shearline;Crit Resp*-Critical response=Vapp/FHS/Vcap= design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 10 of 26 WoodWorks® Shearwalls LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North-South Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Tern Moist 1 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East-West Sheathing[psf] Fastener Withdrawal[Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Tern Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 Grp-Wall Design Group,results for design groups for rigid, flexible design listed for each wall;Sheathing. Force-Unit area end zone C&C load, Cap-Out-of-plane bending capacity of exterior sheathing assuming continuous over 3 studs;Fastener Withdrawal:Force-Force tributary to each nail in end zone and interior zone;Cap-Factored withdrawal capacity of individual fastener according to NDS 11.2-3 11 of 26 WoodWorks® Shearwalls LATERAL ANALYSIS.wsr May. 15, 2009 11:24:42 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Building Area Story Shear[lbs] Reliability Factor p Mass Ibs s .ft E-W N-S E-W N-S Level 10427 344 1433 1433 - - Structure 10427 - 1433 1433 1.00 1.00 Vertical Earthquake Load Ev=0.2 Sds D;Sds=0.89;Ev=0.179 D unfactored;0.125 D factored;total dead load factor:0.6-0.125=0.475 tension, 1.0+0.125= 1.125 compression. SHEAR RESULTS North-South W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line 1 Level 1 Lnl, Levl 1 Both 1.0 .63 393 20.2 37.4 151 1.00 S 151 2312 0.25 Line 2 Ln2, Levl 2 Both 1.0 .63 610 31.3 244.0 285 1.00 S 285 712 0.86 East-West W For H/W Fact. Shear Force[plf] Allowable Shear[plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax V/FHS Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 .63 190 14.0 37.9 151 1.00 S 151 756 0.25 Line B LnB, Levl 1 Both 1.0 1.0 446 22.9 74.4 242 1.00 S 242 1451 0.31 Line C LnC, Lev1 1 Both 1.0 1.0 367 18.8 18.8 242 1.00 S 242 4715 0.08 W Grp-Wall group as listed in Materials table;For Dir-force direction, always"both";H/W factor-Factor due to shearwall height-to-width ratio for interior and exterior wall sheathing; V-Factored shear force applied to entire line and amount taken by each wall;vmax-Base shear V/FHS/Co= Factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-6, and IBC eqn. 23-4. Following values marked with * means that value for shearline is the one for wall with critical design response on line; V/FHS*-Design shear force =factored shear force per unit full height sheathing, Int*-Unit shear capacity of interior sheathing;Ext*-Unit shear capacity of exterior sheathing Co*-Perforation factor,-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 and H/W factor; V-Combined shear capacity of wall or total capacity of shearline;Crit Resp Critical response= Vapp/FHS/Vcap=design shear force/unit shear capacity Notes: V/FHS shown is shear force for use in shearwall design. Vmax shown is V/FHS divided by perforation factor Co;it is the base shear to be used in connection and collector design using IBC 2305.3.8.2.5 and SDPWS 4.3.6.4.1.1. Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by IBC 2305.3.8.2.6,8 and SDPWS 4.3.6.4.2,4. 12 of 26 COMPANY PROJECT ®� Hodge Engineering Rom2006 1B 2601 Jahn Ave NW Suite A-1 2006 IBC Hf Gig Harbor,WA 98335 30 psf snow load Q�' ,/ engine e y i n g 1 n C. 253-857-7055 R 1 May 15,2009 14:01 Design Check Calculation Sheet Sizer 8.0 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 *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : J 10' 10' Dead 150 150 Live 300 300 Total 497 497 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1.001 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber-soft, D.Fir-L, No.2, 4x12" Self-weight of 9.35 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 15 Fv' = 207 fv/Fv' = 0.07 Bending(+) fb = 202 Fb' = 1110 fb/Fb' = 0.18 Live Defl'n 0.02 = <L/999 0.33 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.50 = L/240 0.08 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. 13 of 26 COMPANY PROJECT ®� le Hodge Engineering Rom2006 ck IB 2601 Jahn Ave NW Suite A-1 2006 IBC Gig Harbor,WA 98335 30 psf snow load k" �'" engineering Inc. 253 857-7055 R2 May 15,2009 14:03 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(12.00)* psf Load2 Snow Full Area 30.00(12.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : WL • 'ri. f i .I ,1 10. 5'-6-1 Dead 495 495 Live 990 990 Total 1503 1503 Bearing: Load Comb #2 #2 Length 0.80 0.80 Cb 1.00 1.00 Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Self-weight of 6.59 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 58 Fv' = 207 fv/Fv' = 0.28 Bending(+) fb = 580 Fb' = 1122 fb/Fb' = 0.52 Live Defl'n 0.02 = <L/999 0.18 = L/360 0.13 Total Defl'n 0.04 = <L/999 0.28 = 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. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 14 of 26 COMPANY PROJECT Hq�#ga Hodge Engineering Rom2006 ck IB2601 Jahn Ave NW Suite A-1 2006 IBC Gig Harbor,WA 98335 30 psf snow load eng1 n C, 253-857-7055 R 3 May 15,2009 15:10 Design Check Calculation Sheet Sizer 8.0 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(12.00)* psf Load2 Snow Full Area 30.00(12.00)* psf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 0, 3!-9'1 Dead 337 337 Live 675 675 Total 1024 1024 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1 1.001 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=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 41 Fv' = 207 fv/Fv' = 0.20 Bending(+) fb = 376 Fb' = 1338 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.07 Total Defl'n 0.02 = <L/999 0.19 = L/240 0.09 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. 15of26 COMPANY PROJECT Hodge Engineering Romack I � , Hod a Gig 981 Jahn Ave SuiteA-1 206IBC Gi Harbor,WA 98335 30 psf snow load engineering 1nC. 253-857-7055 R4 May 15,2009 15:09 Design Check Calculation Sheet Sizer 8.0 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 *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : ,-r '{ k` t r� x i'n 5• 4 ; 10, 3'41 Dead 56 56 Live 112 112 Total 181 181 Bearing: Load Comb #2 #2 Length 0.50* 0.50* Cb 1 1.001 1.00 *Min.bearing length for beams is 1/2"for exterior supports Lumber n-ply, D.Fir-L, No.2, 2x10", 2-Plys Self-weight of 6.59 plf included in loads; Lateral support:top=at supports,bottom=at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Design Value Analysis/Design Shear fv = 6 Fv' = 207 fv/Fv' = 0.03 Bending(+) fb = 48 Fb' = 1128 fb/Fb' = 0.04 Live Defl'n 0.00 = <L/999 0.13 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.19 = 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. 3.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. 16of26 John Hodge P.E. Title: Column Calculatic �6 IBC Job# 2601 Jahn Ave NW Ste AlDsgnr: John Hoc Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing 253-857-7055 Project Notes: C r1 r,� i -I e e 1 r 1 F;MW_11 C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:oDocuments and SettingslShannonWy,DocumentslENERCALC Data Fileslwood post calculations,ec6`;' Wood Column ' x � ENERCALC,INC.'1962008,Ver:6.018,.N:42801.'•1.4 Description: Braced x-dir-single 2x4 9'stud braced by wall-eccentricity.167 times depth General.lnformation Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender carcu/arlons) Exact Width 1.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Fb-Compr 850.0 psi Fv 150.0 psi Area 5.250 in^2 Cf or Cv for Compression 1.150 Ix 5. 5 4 in^4 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 0. 84 8 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.32 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No,'non-.+Vb crow) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft, K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :9.0891 Ibs"Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=0.70, L=0.70 k DESIGN SUMMARY Bending& Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96901 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0007650 k Bottom along Y-Y .0007650 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X .0076480 k Bottom along X-X .0076480 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .008 480 in at 5.2550 ft above base Applied Axial 1.40 1 k for load combination D+Lr+L Applied Mx 7.0000E-006 k-ft Applied My 6.8000E-005 k-ft Along X-X 0.48717 in at 5.2550 It above base Fc:Allowable 8 .515 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= .0097120: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base Oft Applied Design Shear 1.4568 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 5218 PASS 0.0 ft .0048560 PASS .0 It +D+L+H 0. 6 01 PASS 8. 6 ft .00 7120 PASS .0 ft +D+Lr+H 0. 5218 PASS 0.0 ft .0048560 PASS .0 ft +D+0.750Lr+0.750L+H 0.7861 PASS 8. 6 ft .0084 80 PASS .0 ft Maximum Reactions Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.004 -0.004 -0.000 -0.000 Lr+Lf Only -0.004 -0.004 -0.000 -0.000 D+Lr+L -0.008 -0.008 -0.001 -0.001 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.2436 in 5.255 ft 0.004 in 5.255 ft 17 of 26 John Hodge P.E. Title: Column Calculatic 5 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: John Hod, ` Hod Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing 253-857-7055 e rt r.� j -I e e j rl t; -11C, fax 253-857-7599 Project Notes Title Block Line 6 Printed:31 MAY 2008 Wo 8File:c:o uents and Settings Mcu s V60N80iod CO U111 C, 1ons ., Description: Braced x-dir-double 2x4 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2-2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender calculations? Exact Width 3.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 ^ Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Fv 150.0 psi Area 10.58 in 2 p Ix 10.7188 in^4 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 7.8750 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 1512 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No(non-are o*,) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included: 18.1781 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D= 1.60, L= 1.60 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96501 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0017480 k Bottom along Y-Y .0017480 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.017481 k Bottom along X-X 0.017481 k Location of max.above base 8. 6 It Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.010226 in at 5.2550 ft above base Applied Axial •2182 k for load combination: D+Lr+L Applied Mx 1.6000E-005 k-ft Applied My .0001560 k-ft Along X-X 0.1 1 in at 5.2550 ft above base Fc:Allowable 8 .515 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.011099: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.500 1.150 Location of max.above base Oft Applied Design Shear 1.664 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.40184 PASS 0.0 ft .005550 PASS .0 ft +D+L+H 0. 6501 PASS 8. 6 ft 0.0110 PASS .0 ft +D+Lr+H 0.40184 PASS 0.0 ft .005550 PASS .0 ft +D+0.750Lr+0.750L+H 0.75585 PASS 8. 6 ft .00 7120 PASS .0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.009 -0.009 -0.001 -0.001 Lr+Lf Only -0.009 -0.009 -0.001 -0.001 D+Lr+L -0.017 -0.017 -0.002 -0.002 Maximum Deflections'foir Load Combinations 'Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0696 in 5.255 It 0.005 in 5.255 ft 18 of 26 John Hodge P.E. Title: Column Calculatio 6 IBC Job# 2601 Jahn Ave NW Ste AtDsgnr: John Hody_ Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing -- n .� I rlodge253-857-705. _air, Project Notes � r I i 1: fax 253-857-7599 �. ee - Title Block Line 6 Printed:31 MAY 2008 " File.coocuments and SetBngslShannonWy DocumentsTNERCALC'Data Files400d post calculabons.ec6 W OOd COI u IY1 h ENERCALC,INC.1983-2008,ver.6.0.18,N:42801 Description: Braced x-dir-triple 2x4 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 3-2x4 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for-non-slender calculations? Exact Width 4.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 3.50 in Cf or Cv for Bending 1.50 Area 15.750 inA2 Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Fv 150.0 psi Ix 16.0781 inA4 Cf or Cv for Tension 1.50 Fb-Tension 850.0 psi Ft 525.0 psi ly 26.5781 inA4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity. .. x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.2 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No(non-glb only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :27.2672 Ibs Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=2.50, L=2.50 k DESIGN.SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.96062 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0027 10 k Bottom along Y-Y .0027 10 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.027 15 k Bottom along X-X 0.027 15 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.010652 in at 5.2550 ft above base Applied Axial 5.027 k for load combination: D+Lr+L Applied Mx 2.4000E-005 k-ft Along X-X 0.064440 in at 5.2550 ft above base Applied My .0002440 k-ft for load combination:D+Lr+L Fc:Allowable 8 .515 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.011562: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1,500 1.150 Location of max.above base .0 ft Applied Design Shear 1.7 4 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.41840 PASS 0.0 ft .0057810 PASS .0 ft +D+L+H 0. 6062 PASS 8. 6 ft 0.011562 PASS .0 ft +D+Lr+H 0.41840 PASS 0.0 ft .0057810 PASS .0 ft +D+0,750Lr+0.750L+H 0.7 46 PASS 8. 6 ft 0.010117 PASS .0 ft Maximum Reactions-'Onfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.014 -0.014 0.001 -0.001 Lr+Lf Only -0.014 -0.014 -0.001 -0.001 D+Lr+L -0.027 -0,027 -0.003 -0.003 Maximum,Deflections' for Load Combinations. -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0322 in 5.255 ft 0.005 in 5.255 ft 19 of 26 John Hodge P.E. Title: Column Calculatie 6 IBC Job# 2601 Jahn Ave NW Ste Al Dsgnr: John Hody Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing oda.e.3-857-70.5 Project Notes e r1 r.� i -I e e j r I,, _11 C. fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 ments a-d Set ngslShannoMy DocumentslENERCALCDataFileslwood ostcalcula6ons.ec6F e DocuWOOd Aolumn" ENERCALC,INC.1983-2008,ver:6.0.18.N:42801`' Description: Braced x-dir-single 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2x6 End Fixities Top& Bottom Pinned Wood GradinglManuf, Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations? Exact Width 1.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1. 0 Area 8.250 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 20.7 6 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 1.546 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15J' Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No(non-gle on'Y,- Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 14.2828 Ibs Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D= 1.60, L=1.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.98148 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0017480 k Bottom along Y-Y .0017480 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.017481 k Bottom along X-X 0.017481 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0052710 in at 5.2550 ft above base Applied Axial .214 k for load combination: D+Lr+L Applied Mx 1.6000E-005 k-ft Applied My .0001560 k-ft Along X-X 0.70860 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.014126: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear 2.11 0 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.428 4 PASS 8. 6 ft .00706 0 PASS .0 ft +D+L+H 0. 8148 PASS 8. 6 ft 0.014126 PASS .0 ft +D+Lr+H 0.428 4 PASS 8. 6 ft .00706 0 PASS .0 ft +D+0.750Lr+0.750L+H 0.8 140 PASS 8. 6 ft 0.012 61 PASS .0 ft Maximu_m.R_eactions-On factored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.009 -0.009 -0.001 -0.001 Lr+Lf Only -0.009 -0.009 -0.001 -0.001 D+Lr+L -0.017 -0.017 -0.002 -0.002 Maximum Deflections for Load Combinations .-Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.3543 in 5.255 It 0.003 in 5.255 ft 20 of 26 John Hodge P.E. Title: Column Calculatic 5 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: John Hoo Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing r x 253-857-7055 Project Notes e n g i -I C e i r I F; _11 C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 Wood Column File:6:Documents and SethngslShannon My Docu nentslENERCALC Data Fileslwood post ca cula6ons.ed6 ENERCALC INC.19D2008,Ver.6.0.18,NA2801 IN Description: Braced x-dir-double 2x6 9'stud braced by wall-eccentricity.167 times depth General In Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 2-2x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations Exact Width 3.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 p 5.50 in Cf or Cv for Bending 1. 0 Area 16.50 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 41.5 8 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 12. 750 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 2 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No;non-,qfe only) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :28,5656 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=4.0, L=4.0 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.85951 : 1 Maximum SERVICE Lateral Load Reactions . . Load Combination +D+L+H Top along Y-Y .004 70 k Bottom along Y-Y .004 70 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.04 704 k Bottom along X-X 0.04 704 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0065880 in at 5.2550 ft above base Applied Axial 8.0286 k for load combination: D+Lr+L Applied Mx 000E-005 k-ft Along X-X 0.22144 in at 5.2550 ft above base Applied My .000 10 k-ft for load combination:D+Lr+L Fc:Allowable 805.01 psi Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.017658: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear 2.6487 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 166 PASS 8. 6 ft .00882 0 PASS .0 ft +D+L+H 0.85 51 PASS 8. 6 ft 0.017658 PASS .0 ft +D+Lr+H 0. 166 PASS 8. 6 ft .00882 0 PASS .0 ft +D+0.750Lr+0.750L+H 0.70815 PASS 8. 6 ft 0.015451 PASS .0 ft Maximum Reactions-Unfactored Note:Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.022 -0.022 -0.002 -0.002 Lr+Lf Only -0.022 -0.022 -0.002 -0.002 D+Lr+L -0.044 -0.044 -0.004 -0.004 Maximum Deflections for Load Combinations:-Unfactored_Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.1107 in 5.255 ft 0.003 in 5.255 ft 21 of 26 John Hodge P.E. Title: Column Calculatic 5 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: John Hoo, ' Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing 253-857-7055 Project Notes °%1 1&;5 C n g i -I C e j r 1 f;40ff_11 C. fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File'c:Documentsand SeldngslShannonwy.DocumentslENERCALC Data File wood postcalculaeonsec6 Wood Column.'': ENERCALC,INC.19832008,Ve 6_.0.18„N:42801' Description: Braced x-dir-triple 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI /AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 3-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (used for non-slender calcerlarlons> Exact width 4.50 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth Wood Grade No.2 5.50 in Cf or Cv for Bending 1. 0 Fb-Compr 850.0 psi Fv 150.0 psi Area 24.750 in^2 Cf or Cv for Compression 1.10 Ix 62. 06 1n^4 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly 41.7656 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15J2 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No(non-gl,)only,) Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :42.8484 Ibs Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=7.0, L=7.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.90933: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0076480 k Bottom along Y-Y .0076480 k Governing NDS Formla no Mxx Myy, NDS Eq. . - Top along X-X 0.076481 k Bottom along X-X 0.076481 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0076860 in at 5,2550 ft above base Applied Axial 14.042 k for load combination: D+Lr+L Applied Mx 6.8000E-005 k-ft Applied My .0006840 k-ft Along X-X 0.11482 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.020601 : 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear .0 02 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 5 48 PASS 0.0 ft 0.010 01 PASS .0 ft +D+L+H 0. 0 PASS 8. 6 ft 0.020601 PASS .0 ft +D+Lr+H 0. 5 48 PASS 0.0 ft 0.010 01 PASS .0 ft +D+0.750Lr+0.750L+H 0.7 8 PASS 8. 6 ft 0.018026 PASS .0 ft Maximum Reactions Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.038 -0.038 -0.004 -0.004 Lr+Lf Only -0.038 -0.038 -0.004 -0.004 D+Lr+L -0.076 -0.076 -0.008 -0.008 Maximum Deflections for Load Combinations =Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0574 in 5.255 ft 0.004 in 5.255 ft 22 of 26 John Hodge P.E. Title: Column Calculatic 6 IBC Job# 2601 Jahn Ave NW Ste AlDsgnr: John Hoc ' Gig Harbor,WA 98335 Project Desc.: Wood Stud Load Bearing odae.3-857-70,5 Project Notes e n g j -1 C e j r 1,, _11 C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File:c:IDocuments'and Set6ngslShanrwnlMy Documen ts1ENERCALC Data Fileslwood post calculations.ec6 Wood G.olumn ENERGALC,INC'19832008;Vec6.0.i8;Ni42801 . Description: Braced x-dir-quad 2x6 9'stud braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 4-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact width 6.0 in Allowable Stress Modification Factors Wood Species Hem Fir Exact Depth 5.50 in Cf or Cv for Bending 1. 0 Wood Grade No.2 Area 0 in12 Cf or Cv for Compression 1.10 Fb-Compr 850.0 psi Fv 150.0 psi Ix 8 .1875 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 525.0 psi ly .0 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1, 00.0 psi Density 27.70 pcf Ct:Temperature Factor 1.0 Fc-Perp 405.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3.9 Basic 1, 00.0 1, 00.0 1, 00.0 ksi Use Cr:Repetitive? No(non-g!b o,.1 ! Minimum 470.0 470.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC &ASCE 7-05 X-X(width)axis:Fully braced against buckling along X-X Axis Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :57.1313 Ibs'Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=10.0, L= 10.0 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.92629: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y 0.010 26 k Bottom along Y-Y 0.010 26 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.10 26 k Bottom along X-X 0.10 26 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0082 50 in at 5.2550 ft above base Applied Axial 20.0571 k for load combination: D+Lr+L Applied Mx .8000E-005 k-ft Applied My .000 770 k-ft Along X-X 0.06 20 in at 5.2550 ft above base Fc:Allowable 805.01 psi for load combination: D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.022073: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.100 Location of max.above base Oft Applied Design Shear 10 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 7858 PASS 0.0 ft D.0110 6 PASS .0 ft +D+L+H 0. 262 PASS 8. 6 ft 0.02207 PASS .0 ft +D+Lr+H 0. 7858 PASS 0.0 ft D.0110 6 PASS .0 ft +D+0.750Lr+0.750L+H 0.7 7 8 PASS 8. 6 ft 0.01 14 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.055 -0.055 -0.005 -0.005 Lr+Lf Only -0.055 -0.055 -0.005 -0.005 D+Lr+L -0.109 -0.109 -0.011 -0.011 Maximum Deflections for L•oad,Combinations Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0346 in 5.255 ft 0.004 in 5.255 ft 23 of 26 John Hodge P.E. Title: Column Calculatic 5 IBC Job# 2601 Jahn Ave NW Ste A1Dsgnr: John Hoc Gig Harbor,WA 98335 Project Desc.: Wood Stug Wad Bearing r 253-857-7055 Project Notes e r1 1 -1 e e i r I f; _11 C, fax 253 857 7599 Title Block Line 6 Printed:31 MAY 2008 " - - File:01)ocuments and SetbngslShannonlMy Docuirients_IENERGALGDat2 Fileslwood'post calculabons:ec6'.< WOOCI`COlUIY111 ENERCALC,INC.1983-2008,Ver.6.018 NA2801 Description: Unbraced-single 46 9'stud DF not braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 3.50 in Allowable Stress Modification Factors Wood Species Douglas Fir-Larch(North) Exact Depth 5.50 in Cf or Cv for Bending 1. 0 Wood Grade No. 1 No.2 ^ Cf or Cv for Compression 1.150 Fb-Compr 850.0 psi Fv 180.0 psi Area 1 .250 in 2 P Ix 48.5260 in14 Cf or Cv for Tension 1. 0 Fb-Tension 850.0 psi Ft 500.0 psi ly 1 .6510 in14 Cm:Wet Use Factor 1.0 Fc-Prll 1,400.0 psi Density 1.570 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NOS 15.32 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-v1^ Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Unbraced Length for X-X Axis buckling=9.Oft,K=1.0 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included :37.9827 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=2.750, L=2.750 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.92453: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .00 0050 k Bottom along Y-Y .00 0050 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.0 0046 k Bottom along X-X 0.0 0046 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .00 1540 in at 5.2550 ft above base Applied Axial 5.5 80 k for load combination: D+Lr+L Applied Mx 2.7000E-005 k-ft Applied My .00026 0 k-ft Along X-X 0.0778 5 in at 5.2550 ft above base Fc:Allowable 466.525 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= .0086710: 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.300 1.150 Location of max.above base .0 ft Applied Design Shear 1.560 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 1045 PASS 0.0 ft .004 60 PASS .0 ft +D+L+H 0. 245 PASS 8. 6 ft .0086710 PASS .0 ft +D+Lr+H 0. 1045 PASS 0.0 ft .004 60 PASS .0 ft +D+0.750Lr+0.750L+H 0.702 5 PASS 8. 6 ft .0075870 PASS .0 ft Maximum Reactions-Unfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.015 -0.015 -0.002 -0.002 Lr+Lf Only -0.015 -0.015 -0.002 -0.002 D+Lr+L -0.030 -0.030 -0.003 -0.003 Maximumbeflections for Load.Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0389 in 5.255 ft 0.002 in 5.255 ft 24 of 26 John Hodge P.E. Title: Column Calculatic 16 IBC Job# 2601 Jahn Ave NW Ste AlDsgnr: John Hoc � ' Gig Harbor,WA 98335 Project Desc.: Wood Stuo� dd Bearing odae2,3-857-7055 Project Notes e n c.� 1 -1 e e i r I?: 11 C, fax 253-857-7599 Title Block Line 6 Printed:31 MAY 2008 File.bDocuments and SetbngslShannonwy DocumentMENERCALC Data Fileslwood post calculations.ec6.' Wood Column „ ENERCALC,INC.1983-2008,Ver.6.018;15 N:42801, •' O Description: Unbraced-single 6x6 9'DF stud not braced by wall-eccentricity.167 times depth General Information Code Ref: 2006 IBC,ANSI/AF&PA NDS-2005 Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height .0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact width 5.50 in Allowable Stress Modification Factors Wood Species Douglas Fir-Larch (North) Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No. 1 No.2 ^ Cf or Cv for Compression 1.0 Fb-Compr 850.0 psi Fv 180.0 psi Area 0.252 in 2 P Ix 76.2552 in^4 Cf or Cv for Tension 1.0 Fb-Tension 850.0 psi Ft 500.0 psi ly 76.2552 in^4 Cm:Wet Use Factor 1.0 Fc-Prll 1,400.0 psi Density 1.570 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15.3. Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No(non-glb only) Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: Load Combination 2006 IBC&ASCE 7-05 X-X(width)axis:Unbraced Length for X-X Axis buckling=9,0ft,K=1.0 Y-Y(depth)axis:Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included:59.6870 Ibs*Dead Load Factor AXIAL LOADS. . . Axial Load at 9.0 ft,Yecc=0.0590in, D=7.750, L=7.750 k DESIGN SUMMARY Bending & Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.94786: 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y .0084680 k Bottom along Y-Y .0084680 k Governing NDS Formla np Mxx Myy, NDS Eq. . - Top along X-X 0.084676 k Bottom along X-X 0.084676 k Location of max.above base 8. 6 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y .0056570 in at 5.2550 ft above base Applied Axial 15.55 7 k for load combination: D+Lr+L Applied Mx 7.6000E-005 k-ft Along X-X 0.056571 in at 5.2550 ft above base Applied My .0007570 k-ft Fc:Allowable 0 .1 1 psi for load combination:D+Lr+L Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.015551 : 1 Bending Compression Tension Load Combination +D+L+H Cf or Cv:Size based factors 1.000 1.000 Location of max.above base .0 ft Applied Design Shear 2.7 2 psi Allowable Shear psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0. 1 12 PASS 8. 6 ft .0077760 PASS .0 ft +D+L+H 0. 4786 PASS 8. 6 ft 0.015551 PASS .0 ft +D+Lr+H 0. 1 12 PASS 8. 6 ft .0077760 PASS .0 ft +D+0.750Lr+0.750L+H 0.75042 PASS 8. 6 ft 0.01 607 PASS .0 ft Maximum Reactions.Uhfactored Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top D Only -0.042 -0.042 -0.004 -0.004 Lr+Lf Only -0.042 -0.042 -0.004 -0.004 D+Lr+L -0.085 -0.085 -0.008 -0.008 Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0283 in 5.255 ft 0.003 in 5.255 ft 25 of 26 Hodge use only Hoitjmge engineering 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: LITTLE & LITTLE CONST *Phone: *Contact: Fax: `Hodge Engineering Proj#: 9.0099 Mobile: Architect/ Plan# Email Address: *Site Address: Items with (*) are required. Description of Problem: Mailinq Address: Form of Payment nCredit Card - Letter by Fax and/or Hard Copy By Mail nPick Up-C.O.D. Billinq Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2601 Jahn Ave NW Suite Al Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodgeengineerinq.com Development Services .PpRT.T°fly 250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-3444619 www.cityofpt.us Residential Building Permit Application Project Address: Legal Description (or Tax ft Office Use Only* 5837 Hill St Addition: California Permit N tuber Zoning: Block: 46 BLDD — O 1'f7 Parcel# 936 904 606 Lot(s): 2 (WI/2) , 3, Associated Permits: Project Description: New construction of a single car garage ➢ Applications by mail must include a check for initial plan review fee of$150 for projects valued over$15,000. See Page 2 for details on plan submittal requirements. Lender Information: Lender information must be provided for projects Property Owner/Applicant: over$5,000 in valuation per RCW 19.27.095. Name: R. Greg Romack Name: owner Address: 6300 W. Dimond Blvd City/St/Zip: Anchorage, AK 99502 Project Valuation: $ 3 5, 0 0 0 21 Phone: �II L J �r (!, �.� li �Il L—Building Information (square feet): Email: �!r.�++: I1jtfloor Garage: 376 lil nd ! 2 floor Deck(s): Contact/Representative: I U L. MAY - 8 2(O9 6_ j I Name: Alex Little ��fII or Porch(es): Address: 2009 4th Street `CiTY OF FO TTROF AWNS^NO Basement: Is it finished? Yes No City/St/Zip: Port Townsend, WA 983-6*8 Ca I ort: Other: Phone: 360-385-5606 Manufactured Home❑ ADU ❑ Email- alex@little-little.com New Addition ❑ Remodel/Repair❑ Contractor: ❑ Same as Owner Total Lot Coverage(Building Footprint):* Name: h �-['L-F_4 L_. —R-7.E Square feet: 1, 5 6 0 % 11.08 Address:2009 4th Street Impervious Surface:* City/St/Zip:Port Townsend, WA 98368 Square feet:3, 946 *Total existing&proposed Phone:360-385-5606 _ Email:alex@little-little.com What year was the structure built? CCT State License* LITTLLC157C5 Exp: 02-10 If work includes demolition,see Page 2. City Business License#: 0 0 04 8 0 Any known wetlands on the property? Y NO Any steep slopes(>15%)? Y NO I hereby certify that the information provided is correct,that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: S. Alex Little Signature: ZzdZ2==== Date: 0 5-0 8-0 9 Page 1 of 2 4/ /2009 City Clerk City of Port Townsend 250 Madison Street,Suite 2 Port Townsend, WA 98368 HOLD HARMLESS INDEMNIFICATION COVENANT Grantor(s): ROMACK, Greg & Patsy Grantee: City of Port Townsend, a Washington municipal corporation; Shorelines Exemption# L LLt1 rq6- THIS COVENANT is made on this day of , 2006', by Greg & Patsy Romack, who reside at 6300 Dimond Blvd., Anchorage, AK 99502 (hereinafter "Owner"). This Covenant shall constitute a burden upon, and run with the real property described herein. Legal description: Owners are the owners of the following described real property: Lot 3 & the west half of Lot 2 in Block 46. Also, Lots 3 & 4 and the west half of Lots 2 & 5, Block 51 of California Addition to the City of Port Townsend with vacated 59 h Street lying between Blocks 46 & 5lwhich adjoins said lots. Together with the Tidelands in front of,adjacent to and abutting the above described uplands. More commonly known as : Currently unadressed Assessor's Property Tax parcel no. 936-905-108 & 936 904 606 In accordance with and in consideration of the Permit Exemption and conditions contained therein, Owners acknowledge, covenant, and agree as follows: 1. That the bluff along the property facing Port Townsend Bay has not experienced\ significant slope failure or stability problems; however, construction and site development can \ ' seriously affect slope/bluff stability. Bluff erosion in the general area provides sediment for sand nourishment for beaches below the bluff. /,' 2. Under the Port Townsend Shoreline Master Program, shore defense works such as bulkheads or seawalls may not be constructed on spits, hooks, bars, barrier beaches or similar accretion terminals or accretion shore forms. 3. Owners desire to construct a single-family residence with associated improvements. The project site is situated on an approximate 21-foot high bluff,from which the proposed residence will be set back at least 38-feet. Owners agree that Owners are fully aware of the risks inherent in building at close proximity to the bluff. 4. Owners, as Owners' free and voluntary act, accept and assume all risks of loss or damage arising out of the conditions described herein,and further agree to relieve and hold harmless the City of Port Townsend, its officers, agents, and employees,of any liability for approval of the development and the engineering design of the development. 5. Owners agree to and shall hold harmless and indemnify the City of Port Townsend,its officers,agents,and employees,from and against any and all liability,loss,claims,suits,damages, costs or expenses (including attorney's fees) that may at any time arise or be set up because of reduction in value or damage to property or personal injury by reason of the conditions existing now or hereafter on or around the property,or due to any construction or development or design pursuant to the Shoreline Exemption or any building or other development permits issued thereunder. 6. Owners agree that Owners'representation herein and agreement to hold harmless and indemnify the City of Port Townsend shall be binding upon Owners,Owners'heirs, successors and assigns, and shall run with the land described herein. 7. The City of Port Townsend shall record this Hold Harmless Indemnification Covenant with the Auditor of Jefferson County, Washington. 8. This Covenant shall not be revoked or amended without the consent of the City of Port Townsend,pursuant to an adopted resolution by the Port Townsend City Council entered during an open public meeting. THIS COVENANT is in effect as of the day and year first written above. . t G RANT 0RSIOWNERS Greg Romack Patsy Romack STATE OF WASIIINGTON ) ss. COUNTY OF JEFFERSON ) I certify that I know or have satisfactoryevidence that Greg Romack and Patsy Romack,signed this Hold Harmless and Indemnification Covenant and acknowledged it to be his free and voluntary act for the uses and purposes mentioned therein. DATED this day of , 20t�. Print name: NOTARY PUBLIC in and for the State of Washington, County of Jefferson, residing at My commissionexpires: [pre-ink notary stamp V from margin] STATE OF WASI IINGTOTNT ) ss. COUNTY OF JEFFERSON ) j HILL S7ntET POWER AT STREET SITE ADDRESS: ; t f Q� LOTS 2, 3 4 4 - HILL STREET PORT r T�O"NNSELND, NA g8368 E MENT- ,�,�/� ' _`ail�m �/1'�VZ. Ej Z P� 5 V�IL TY I TAX PARCEL #: Q36 q05 108 a a�a Io' " \P z q36 q04 606 O iC Z� I 0 t 12'-0" LEGAL DESCRIPTION (z g IN. PAVI G EO EASEMENT FOR SEVER, IRE Lot 3 and the west half of Lot 2 in Z F 6" THICK WALLED I I WATER I p I CCE55 Block 46, Lots 3 d 4 and the west half C9 of lots 2 g 5 In block 51 of California s I PLASTID PIPE I � � I to IB'-0° Addition to the City of Port Townsend. c W v "BIRCH RESIDENCE" Together with vacated 5gth Street Iying O O ADJACENT HOUSE I M . LR. FOR between Blocks 46 and 51 which adjoins FOUND J" IRON PIPE N. 55° F1 said lots; Easement for ingress, 43' W 1.09'FROM SET PIN egress and utilities over a portion of U I I I ��� OF Lot i and the east half of Lot 2 of Z Q ego God I block 46. Also tidelands in front of Q t 23'-II" EXIST TREES (>12" DIAL TO REMAIN \ adjacent to, and abutting the described uJ 0 20'-0" uplands. F— ° ° iV p G4.0�' _ 100.1' O 15 5'-0" 51DE_TBACKO 186_73 NI° 02' 24" W — ZONINO R11 < Z Z z -o I J v J NEW DRIVEWAY TRUCK PA I"� 'T a- _ I I ( TAKE IFc 5' r� ,sRD ' o SITE (BU I LD I NG) GOVERAGE: E05s _ RECOMMENDED �O` P E I 120'-0" -MIN. TH 18'-0° �q-fiOUSE FOOTPRINT 1184 S.F. -U SETBACK PER A �\ a +(APPROX. H1GH SITE AEZEA� , 14,OgI SF I GEOTEGH= HT. Z , �, 0 v I PT. OF EXIST. � k �a� rn OF BANK (21') I i �'`� -^ L K 4 6 \ 5l ��DC-k�lOVERAO = 8% Z • ( ( GRADE CHANGE OVER ' T 13LK 51 ` I I PROPOSED LENGTH OF 51TE LE55 THAN s ' I I FUTURE 5 FEET ui O to (BANK 18 TO 21 FEET HIGH, SLOPES I N.I.G. tom+ ' � m u" 0 42° To 46°) — _ _ — ,I� ItI —� %`'° � I IMPERVIOUS GOVERAGE: N 0- V `}'-y2° I L B O-5WALE e�,5'(,C v EXIST. RIPRAP ° . ° - - ° HOUSE ROOF-PRINT I668 S.F. VEGETATION TO �V BE UNDISr'RBED �-� —31, „V" — t —, t —, PAVED/GRAVEL IG02 S.F. 6 7- �, oy Slc 5 TOTAL IMPERVIOUS AREA: 35�0 S.F. N s 0 NI° 02' 24° H 05.13 — 51TE AREA 14,Oq I SF (Y TIGHTLINE ALL T FROM IMPERMEABLE i SITE IM I S �SURFACES TO A RAVEL BED DRAINAGE STRUCTURE IN f 3 ,r-, SOUTHERLY rORTION OF 51TE 1U lJ SILT FENCE EROSION CONTROL PER DRAINAGE NARRATIVE b Z V I HOUSE THICK 6" THICK WALLED NORTH MAY - 7 200 1 PLASTIC PIPE ' I TE PLAN i CITY Of PORT T NSENO ORAtMd aR SCALE: I'= 20'-0" Do DATE s m�s 1f AI"I C) co C) LO a, (CO -co 8, 3 Ao1i \ Water 6 Waste Water „o Sturm Water _0� i t i—h=50 feet mop is 11"IdId on an",u c•.bnih Al .. 5,, ry"al'on�-„an«cu.na„<<�mpioyc� 3 I ��� '� d yw,y the pof the �yy w. n ncJ,n h,e ,np. Field ven fia, �� nc� ,,n,r:y th'n s�.p U-rmeri ,w she zry 5 7. . L O rcslu�nabiLry f:he user.Urcr mlcocce nc�Ciry of I'rt'1'„ end anJ it mpL,yecx fr„ —y IiaLili,y hueed,n u�er'r use„rn,.p-nh,rmnd CITY OF PORT TOWNSEND SHORELINE SUBSTANTIAL DEVELOPMENT PERMIT EXEMPTION WASHINGTON STATE SHORELINE MANAGEMENT ACT (RCW 90.58) Applicant: Greg & Patsy Romack Case Number: LUP06-017 Project Location and Legal Description: Lot 3 & the west half of Lot 2 in Block 46. Also, Lots 3 & 4 and the west half of Lots 2 & 5, Block 51 of California Addition to the City of Port Townsend with vacated 59`" Street lying between Blocks 46 & 51which adjoins said lots. Together with the Tidelands in front of, adjacent to and abutting the above described uplands. Parcel No. 936-905-108 & 936 904 606. Proposal: Construct single-family residence 38 feet from top of shoreline slope. A_future garage may be built south,-and further-away-from-the-shoreline, than the-proposed house' Adjacent Waterbody: Strait of Juan de Fuca SMP Shoreline Designation: Suburban Findings & Conclusions 1. The proposal made by the applicant to undertake the development described above within the waters of the City of Port Townsend and/or its associated wetlands is exempt from the requirement of a substantial development permit. Specifically, the proposal constitutes construction of a new single-family residence for owner's use. 2. The proposal will not materially interfere with the public use of public lands and waters or the private use of adjacent private lands nor will it result in any material expansion or change in use beyond that previously existing. 3. The proposal is consistent with the policies of the Shorelines Management Act and the City's Shorelines Master Program (SMP). Conditions 1. All development shall be in substantial conformance with the development plans submitted in the application for Shoreline Exemption. There shall be no further expansions to or addition of any structures seaward of the existing permitted development (i.e., within the allowed setback area) without prior review for conformance with the SMP and any other applicable laws and ordinances. 2. This exemption does not excuse the proponent from complying with other local, state and federal ordinances, regulations, or statutes applicable to the proposed development including but not limited to the city's Critical Areas ordinance. The applicant and their contractors shall strictly adhere to the recommendations contained in the geological evaluation prepared for this site by Shannon & Wilson, dated November 8, 2005. t i 3. Pursuant to Section 3.401 of the SMP, this exemption shall automatically expire one year from the date of issuance. If construction on the residence or garage is not begun within the one-year time frame, a new shoreline exemption must be obtained prior to such work. 4. The current City of Port Townsend SMP provides a number of ways to calculate the required setback for new structures of additions to structures. The intent of the SMP setback is view protection of existing residences, rather than environmental protection of the shoreline or bluff. The proposed residential setback of 38 feet shall be strictly adhered to. 5. The building permit shall not become effective until such time as the applicant enters into and records with the County Auditor: a) The attached "Hold Harmless Agreement." Said agreement shall acknowledge the applicant's awareness of bluff stability and erosion conditions; shall acknowledge that shoreline defense works shall be prohibited in the event of continued erosion and land sliding; and shall relieve the City of Port Townsend of any liability for approval of the development and the engineering design of the development facilities; and b) The attached Restrictive Covenant binding those portions of Lot 3 & the west half of Lot 2 in Block 46 together with Lots 3 & 4 and the west half of Lots 2 & 5, Block 51 of California Addition to the City of Port Townsend along with vacated 59`h Street lying between Blocks 46 & 51which adjoins said lots. Also, together with the Tidelands in front of, adjacent to and abutting the above described uplands. The Restrictive Covenant shall be prepared in a form and manner approved by the City Attorney. 6. The applicant is encouraged to implement the recommendations in the DOE pamphlet "Vegetation Management: A Guide for Puget Sound Bluff Property Owners", a copy of which is attached. In consideration of the above, the proposal is found exempt from the requirement of a shoreline substantial development permit. Leonard YarbeN Director Date of Issuance Development Services Department Page 1 of 1 Suzanne Wassmer From: Suzanne Wassmer Sent: Tuesday, May 19, 2009 11:37 AM To: 'alex@little-little.com' Cc: Rick Taylor; Francesca Franklin; Samantha Trone Subject: Romack BLD09-077 Attachments: Romack SDP08-017pdf.pdf Hi Alex, I am reviewing the Romack's detached garage at 5837 Hill Street for zoning. As part of my review, I checked the 2008 building permit for the residence. At that time, the site plan shows the future garage closer to the residence. According to a site map (with notes from Sam Trone and Alex Angud), a bioswale was installed where the plans with BLD09-077 show the proposed garage (see attached file). Bioswales need to be a minimum of ten feet from buildings. Please add the bioswale to the site plan, and indicate the distance between the bioswale and the proposed garage. Thank you. Suzanne Suzanne Wassmer Land Use Development Specialist 385-0644 5/19/2009 Go VONT TOw Receipt Number: 09-0314 Receipt Date: 05/08/2009 Cashier: SWASSMER Payer/Payee Name: LITTLEBLITTLE/ROMACK Original Fee Amount Fee Permit# Parcel Fee Description Amount Paid Balance BLD09-077 936904606 PLAN REVIEW DEPOSIT 50 $50.00 $50.00 $0.00 Total: $50.00 Previous Payment History Receipt# Receipt Date Fee Description' Amount Paid Permit# Payment Check Payment Method Number Amount CHECK 28029 $50.00 Total: $50.00 genpmtrreceipts Page 1 of 1 OF,ORT 7-0 Receipt Number: 09-0492•, $ �: ' a« #' Rec�e'ipt Date '06/24/2009 Cashier SF.QSTER P�ayerMayee Name LITTLE&LITTLE CONSTRUCTION ; a�-„T#.- !�3`;?. .. - .>.<� .., ^ �r�'.e'i..' �Ongmal FeeAmount Fee Permrr#,= p Parcel F�ee�Descnption � Amount d KNEW BLD09-077 936904606 Plan Review Fee $117.81 $117.81 $0.00 BLD09-077 936904606 PLAN REVIEW REFUND 50 -$50.00 -$50.00 $0.00 BLD09-077 936904606 Building Permit Fee $181.25 $181.25 $0.00 BLD09-077 936904606 State Building Code Council Fee $4.50 $4.50 $0.00 BLD09-077 936904606 Technology Fee for Building Permit $5.00 $5.00 $0.00 BLD09-077 936904606 Record Retention Fee for Building Per $9.25 $9.25 $0.00 Total: $267.81 - s Prev►ous Paymefi Ntstory >Receipt# A Receipt Date d" Fee Desc tptwn "} qm t �} ount Pa�dI IPermrt# ..m,.�._.._ 5._ Ti ...— €, ,t.._'�_s;'41;. -^3_ rb ,s-�a._ _�.as,:v_. P-. s-..: ....._._...,,_. r., _ _ _ 09-0314 05/08/2009 PLAN REVIEW DEPOSIT 50 $50.00 BLD09-077 Pay enfant Checkc� � Payment= Me#hod041,3 Number b Amount= CHECK 28259 $267.81 Total: $267.81 genpmtrreceipts Page 1 of 1