The URL can be used to link to this page

Home My WebLink AboutBLD08-127 (photos in storage)BUILDING "PEI MIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Addition/Remodel Site Address 2282 SEAVIEW DR Project Description Addition/remodel to existing home - Revised Permit Names Associated with this Project Type Name Contact Applicant Effmann Trustee Eric L Owner Effmann Trustee Eric L Contractor Craig Johnson Craig Contractor Craig Johnson Craig Permit # BLD08-127 Project Name Add 76 sq. ft. covered entry, and Parcel # remodel interior of single -story residence. 993800006 License Phone # Type License # Exp Date (360) 379-8594 CITY 1830 12/31/2008 (360) 379-8594 STATE CRAIGJC992N 08/22/2009 * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 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. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the a'Mile ot1the propu ly or; unhoi izcd agent of th ' owner. �# k Print Name '' '�"' " Date Issued: 08/08/2008 I Issued By: FRONTDESK SlgnatUd '• �" Date t" ` Date Expires: 02/04/2009 VOR BUILDING PERMIT 0 City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-127 Permit Type Residential - Addition/Remodel Project Name Add 76 sq. ft. covered entry, and Site Address 2282 SEAVIEW DR Parcel # remodel interior of single -story residence. Project Description 993800006 Addition/remodel to existing home - Revised Permit Fee Information Project Details Project Valuation $128,823.84 Decks — Residential 168 SQFT Building Permit Fee 1,156.15 Dwellings - Remodel @ 30% 2,600 SQFT Plan Review Fee 751.50 Dwellings — Type V Wood Frame 560 SQFT State Building Code Council Fee 4.50 Units: 1 Heat Type: HEAT PUMP Technology Fee for Building Permit 23.12 Bedrooms: 2 Construction Type: V - B Record Retention Fee for Building 10.00 Bathrooms: 3 Occupancy Type: R-3 Permit Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential ��' •• �p SPL Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Energy Code Fee - Residential 50.00 Remodel Total Fees $ 2,295.27 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. Electrical permit required from WA State Labor & Industries (L & I); contact L & I @ 360-417-2702 Call 385-2294 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. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 08/08/2008 Issued By: FRONTDESK Signature Date Date Expires: 02/04/2009 LL LL O ❑ w F Z fA O ca O ❑ w z = Q w Z z ❑ O Q w LU J Q J_ co Q ♦, o O Q en W m ,Lr w z a W w O � J V z 0Q z ❑ a w a 17 M 0 �r a� co 0 �Q w wU U 0 00 `n Z LL Q❑' y N0. 0. y -JQ N z0 o ao J OJ m 0 x OAsk j3 � U Z a Q U, H O � O ui = LL Q Q Q w z0. a Of a F- w ° I.-X a0 m m 0 0 N V o ❑ N Q o O J H z Q w a D p U z O O m a w w co 0 0 o N Z O a) 00 o o O Q ❑ U z O U c o O p a_ w O LU o W � N cn Of U W o W Of co 0 J m O z F- LU IL J U w co w 0 CD 0 o wCC) F- rn w z CI L N L Z N w w w z a Q O w Q a z z z O L) U w a z co z Z w O U Q �QQ W v=i O ~ 5 cn z m 0w O J' Z O O Z J U m z o m a z LL I � N z z U W U w }a lli (� Q m r Z p O LL }a W a cA O pp w Cl) Z H O LL c~ i w Z O W O LL w of J J Q O Q❑ z O LL c m C M O LL J w O Z_ W 0 LL O Z LL Z m J a Q Z Q w 2 z _ a Z m J a Q p H N z N 0 oo LL. Cl) 2 Ca CD J ch Q O U Z O_ w ~a U W p n> z ui Z U Q w H Ix Cl)w Lli m � H wD �g OV) Cl) D v w z O W a U) z City of Port Townsend TABLE 17.16.030 DISTR[CT ._ _ R 1 _ ... _ R II MAXIMUM HOUSING 4 dwelling units ••••" 8 dwelling units ..... 16 units er 4Q000 sf per4 _ per4 24 units per 40,000 sf DENSITY l ( 0,000 sf of lot area per (5,000 sf of lot area per of lot area of lot area (units/bedrooms per unit) unit) 40,000 square foot area) _.....__ __ __ -.. MINIMUM AVERAGE _ ....- units where re a p ...—.._. 10 units where a parcel ---- 15 units HOUSING DENSITY and/or contiguous parcels (units per 40,000 square under single ownership are foot area) 12,000 square -feet in size MAXIMUM 4 (Note: limited ...-___. -....__-(Note: Aa..-.limited structures 4 or greater No limit limit OFF DWELLING UNITS structures Lures with more than with more than 4 dwellings IN ANY ONE 4 dwellings per structure 1 per structure may be STRUCTURE may be permitted through permitted through the PUD the PUD process, see process, see Chapter 17.32 �. ,.�� ..._-.... _ . Chapter 17.32 MINIMUM LOT S[ZE _ . g .._.-.......y . 10,000 sf - sinle-famil - "_. �,000 s f��I g Y ...-...00 sq........ qsingle-family det0ached�and10,000�� detached detached sf ... _-.--._---------- _ - multi-fa t.__._.... MINIMUM LOT WmTH 30... 50' m .m.....- _ 30' except. 100'- .. ... _ _... �� .._....... �.-- multifa i y ' MINIMUM FRONT 20' exce t: _ p 10 m.xce. ...-._. ..._.. except 20 feet for . 0' except, 20' exce t: xce.ce 20' except; YARD SETBACKS 50'= barns and garages with vehicle access 10' w/side or rear 10' w/side or rear parking; agricultural buildings facing a street right-of-way parking/garages; garages no setback for multifamily and 50'=bams and with vehicle access facing a structures located within agricultural buildings street right-of-way must be 200 feet of an abutting setback 20'; no setback for mixed use zoning district multifamily structures located within 200 feet of an abutting mixed use MINIMUM REAR YARD _ 20' except: 10 except: zt10 district SETBACKS = barns 100' = barns and no setback for utltifamily 20' if directly abutting an agricultural g ultural buildings, agricultural buildings structures located within R-I or R-II district; no and 100' if abutting a R- 200 feet of an abutting setback for multifamily 11, R-III, or mixed use zoning district structures located within R-IV zoning district 200 feet of an abutting MINI ARD 5' except: _ 5' except: pt. mixed use zoning district except: .Ire SETBACKS 0 i '= abutting a street r-o- l0'= abutting a street r-o-w; 10'= along a s - street r-o w; t 20' if directly abuttin an abutting w; 20 feet for garages 20 feet for garages with 20 feet for garages with R-1 or with vehicle access facing vehicle access facing a vehicle access facing a R-I1 district- no setback for a street right-of-way and street right-of-way and street right-of-way and no multifamily structures 50' barns and agricultural 100'= barns and setback for multifamily located within 200 feet of buildings and 100' if agricultural buildings structures located within an abutting mixed use abutting a R-II, R-III, or 200 feet of an abutting zoning district .m-............�-_..._ R-IV zoning district g mixed use zoning district MAXIMUM BUILDING 3()° -_..- 35...�. 35 ...._ HEIGHT MAXIMUM LOT COVERAGE 25 a 35% except 40%where an 45% -50 /o-mmm ..... ° ADU is included on the lot .... * _.... , MAXIMUM FENCE Front-4 ;Side 8 •Side '; Sid .. _ Front--4'; Side 8'; Side Front-4'; Stde 8 ;Side Front--4';Side=8 ; HEIGHT abutting a public f- abutting a public right -of- g p g abutting a publicright-of-'ideSide g p abutting a public ..-_..... way 4 , rea 8 .. way = 4'; rear-8 __..._.W..... .. ............ ... way =4 ; rear-8 right-of-way =4'; rear=8' • NOTE: Maximum fence heights apply within any required front, side, or rear setback area or along the edge of any required yard;mm ITIT refer to Chapter 17.68 PTMC, Fences, Walls, Arbors, and Hedges for specific requirements. (Ord. 2782 3 12, 2001; Ord. 2716 3 4, 1999; Ord. 2700 3 11, 1999; Ord. 2571 3 2, 1997; Ord. 2825, 2002). t In order to achieve the minimum density, subdivision of parcels 12,000 square feet or greater shall not allow individual lots larger than 40,000 square -feet unless said lots are reserved for multi -family dwellings. P:IDSDIFormslBuildingFormsllnformation-Table 1716.030Res Zoning Disiricts.doc 03114108 VORT )-0 IN G P .R BUILD City of Port Townsend ° Department Development Services To N `,,A 98368 W Port Townsend,µ 250 Madison Street,. Suite 3, (360)379-5095 BLD08-127 Project In Permit # entry addition and Information proiect Nam e Sunroom, new interior tetttt"t e'1' Permit Type Residential - AdditiordRemodel parcel # 993' (l00 Site Address 2292 SEA -VIEW ['� Project Description, Sunroom , new entry addition and interior rer'ttot Names Associated with this Project Type Name Contact Applicant Effmann Trustee Eric L Owner Effmann Trustee Eric L Contractor Craig Johnson Craig i Contractor Craig Johnson Crag License License EXp Date # # Type 360) 379-9594 CITY (1) 3'19-8594 STATE 1 d31f72(:0 1830 e r �/22f3.0119 (,IkAl(iJ(e2N ()1 ) CONDITIONS ��--�---� cHED ection. **x SEE ATTA m for next day insP period of 3.0 P or if work is suspended for P Call 385-2294 by ection. not commenced, pet' x..itsexpire 180 days from issuance if work is b obtaining a valid insp l cc' days. W ork is verified other laws or regulations. best of my knowledge. l further cer to any provisions of the the b or �l'l e r-t °wtiMu��l gi is �� w°an7C to ��4 r� h4 1 � ��or,'trued s a.^rl')Pr � wl 4a> �� r��V � e 06�25120( ktstt IVA, µ S ➢ r lili,; lie ttt1tt is true and accurate to Date sued: t��irrntntitaeatt pM ��w irked aa;� tw l��art a��9 �Wwe sz � ^rlsc wot t n'wu� l°e;r FRpNTI + q�.C:,r.a he �9'm: �erty Or tt�ds�rot�i�red anent t)f lie t.w " " -11 tth]sued By: t��Fner r'� } f ----- me �� "mow .'�4tbVlt* _._ �--.•�---�.,... ...�_-...�-�.w-" 00 i�l M ❑ w w F- CZ7 m N O z w a 2 F W z, ❑ O' a w w CO a� Za oa U aW0 W F a N O Z � w 0) LU qZ O a W ❑ d' W a a J a z a > ❑ W w U LL F- Q Z N Lo} = U F- Q W a O U U W O F ~ O O z LL O❑ w > w O U)0: a J a ILs z V O Z a o U J O 7 J m f7 W O U Z FL Q z z O a O ui = LL a D U)a Q W z_ _Q ❑ Q' � a aIX Ua N a 2 a H Lu cn F- a m co 0 O N N N a w F- Q ❑ Z O r .7 co 0 O N LO N co O W Q ❑ W D N N 00 0 n m O z F- W d co 0 0 O 0 M O O O z J W Q a ❑ Q O J F- z Q a U U O w F- z O F- U D Q' F- N Z O U W U) N co N N W Q' ❑ ❑ Q Z O F- U w d V) z Q Hx N Z NLO 0 CO LL Sa to v O O J M JO Q ~ U z w 00 H w U a W❑ aw z W Z U Q W ly ~ W N m W wco =3 wa O H W Cl W z O F- L) w IL N Z voR r r City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend WA 98368 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT It B L.D 0 e?' ( 2i7 Revision # E124 G + Tf 'A2FJA" OWNER: E FFM A N, N SITE ADDRESS: 22s-z '5cay e-w P4, Total Value of Revision: $ 15110o Impervious Surface Change? ❑ Yes XNo Revisions require 2 sets of plans and a written scope of workthat fully describes the proposed change plus any additional information that will be of assistance in issuing your revision. If your plans were stamped by a design professional, all revision submittals require a stamp with a wet signature. Be ar`are that changes to the existing approved plans may also require Lou to revise your original building permit application (lot coverage, impervious surface, structure square footage, etc.) and energy code documents (changing windows, heat source, etc.) to conform to your proposed changes. Scope of work: Q-r6 » A SuNr--,4� H Apto o N w W CH AcLt.ewAl3Lr-- Lor' e-,oDVC--RAGE WA< nsp F-rFFn .r-2-oM D216.,IMAL ISU1LD rtit P PLAK ;� SUP—M 1-rMb. $ LSl OtO A l>D 5 IRSNAY 6ND N , i2 MASTVRu Im �W S Sy damR9=QP0SGQo I P A f) n ,. r� o iaplicant Signature JELI C64-AizD 1SeZc,- Date 7 2$ 10 8 t-:VAC,-IC S *F�; A ef"F-MAIVI`l OFFICE USE ONLY: Submittal date: Two sets of plans for vision: Approval of engineer f record (if original plans engineered): pees ❑ No ❑ NA ROSDOepartment Forms\Building FormsUpplication-Revision.doe BUILDING PERIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-127 Permit Type Residential - Addition/Remodel Project Name Add 76 sq. ft. covered entry, and Site Address 2282 SEAVIEW DR Parcel # remodel interior of single -story residence. Project Description 993800006 Add 76 sq. ft. covered entry, and remodel interior of single -story residence, Fee Information Project Valuation $74,230.00 Building Permit Fee 818.75 Plan Review Fee 532.19 State Building Code Council Fee 4.50 Technology Fee for Building Permit 16.38 Record Retention Fee for Building 10.00 Permit Plumbing Permit Fee per Dwelling 150.00 Unit - New Residential Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Energy Code Fee - Residential 50.00 Remodel Total Fees $1,731.82 Project Details Dwellings - Remodel @ 30% 2,600 SQFT 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. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 06/25/2008 Issued By: FRONTDESK BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Addition/Remodel Site Address 2282 SEAVIEW DR Project Description Permit # BLD08-127 Project Name Add 76 sq. ft. covered entry, and Parcel # remodel interior of single -story residence. 993800006 Add 76 sq. ft. covered entry, and remodel interior of single -story residence. Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. Electrical permit required from WA State Labor & Industries (L & I); contact L & I @ 360-417-2702 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. I certify that the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 06/25/2008 Issued By: FRONTDESK p W W t O co O N z W z Q F- W z 00 LU w to It Q J Ua z > Oa w co IL CO) UD z 2 W Cl) w 4Z 7 a w p W- w J Q a J z a p U a zU) U } = Z �Q W a O 0 2 U w v cc O w OO Z LL w aw0 li] K a J a a Q Cl) z Oz Qo U J O m Un w 7 S 7 ~ U Z FL Q U z 02 U O of = LL Q �a Q W zQ O � � a Q 0 U U a 2 Q F w F- IL co w c o 0 o z EL N n Cl H � Q Z O w U 0 O a w p H a p w U U cn CO o w a r 04 ao 0 J m O z H Q' 111 a 0 0 a 0 0 OD Cl) O O z J W a IL W a p a U z z O U w a N z z w 0 J U a ZO W z LLI U) o w _ Cl) O � w w Z � z U) O N U- U W " cli O a w U z ULU LU W Z H Q 0 O Z O F- L) W a U z } a H N Z N O oo LL CD a. M O O JM ao U F- Z W 02 ~a U w aw zw Z U a W ~ W U m W =) H wD w2 F co W D a w Of Z O U W a U Z IpORT City of Fort Townsend Development Services Department " 250 Madison Street, Suite 3 Port Townsend, WA 98368 (360) 385-0644 FAX (360) 344-4619 email: swassmer@cityofpt.us July 8, 2008 Barbara and Eric Effmann 2282 Seaview Drive Port Townsend, WA 98368 RE: BLD08-127 Dear Mr. and Mrs. Effman: It was brought to our attention today that the description on your building permit issued June 25 is incorrect. Enclosed is a revised building permit and inspection report for the job site. If you have any questions, please contact me. Thank you. Sincerely, Suzanne Wassmer Land Use Development ,Specialist Enclosure Cc: Richard Berg Architects A NATIONAL MAIN STREET COMMUNITY WASHINGTON'S HISTORIC VICTORIAN SEAPORT BUILDING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Addition/Remodel Site Address 2282 SEAVIEW DR Project Description Permit # BLD08-127 Project Name Add 76 sq. ft. covered entry, and Parcel # remodel interior of single -story residence. 993800006 118l6 Add 76 sq. ft. covered entry, and remodel interior of single -story residence.. Names Associated with this Project Type Name Contact Applicant Effmann Trustee Eric L Owner Effmann Trustee Eric L Contractor Craig Johnson Craig Contractor Craig Johnson Craig License Phone # Type License # Exp Date (360) 379-8594 CITY 1830 12/31/2008 (360) 379-8594 STATE CRAIGJC992N 08/22/2009 * * * SEE ATTACHED CONDITIONS * * * Call 385-2294 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 I am the owner of the property or authorized agent of the owner. Print Name Date Issued: 06/25/2008 Issued By: FRONTDESK I UIL ING PERMIT City of Port Townsend Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit Type Residential - Addition/Remodel Site Address 2282 SEAVIEW DR Project Description Sunroom, new entry addition and interior remodel. Fee Information Project Valuation Building Permit Fee Plan Review Fee State Building Code Council Fee Technology Fee for Building Permit Record Retention Fee for Building Permit Plumbing Permit Fee per Dwelling Unit - New Residential Mechanical Permit Fee per Dwelling Unit - New Residential Energy Code Fee - Residential Remodel Total Fees Conditions Permit # BLD08-127 Project Name Sunroom, new entry addition and Parcel # interior remodel. 993800006 Project Details Dwellings - Remodel @ 30% $74,230.00 ,,,i , ii , 'k uglll 818.75 532.19 �� 4.50 16.38 gg' OK, 10.00 ,, In 150.00 150.00 50.00 $1,731.82 10. Property corner survey pins must be located at time of footing inspection to verify setbacks. 20. Electrical permit required from WA State Labor & Industries (L & 1); contact L & I @ 360-417-2702 2,600 SQFT Call 385-2294 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. 'he granting of this permit shall not be construed as approval to violate any provisions of the PTMC or other laws or regulations. I certify iat the information provided as a part of the application for this permit is true and accurate to the best of my knowledge. I further certify at I am the owner of the property or authorized agent of the owner. int Name Date Issued: 06/25/2008 Issued By: FRONTDESK PERMIT # SCOPE OF WORK: CITY OF PORT TOWNSEND PERMIT ACTIVITY LOG U/) v-w ✓Yl DATE RECEIVED �90 (� � 'h I ( G S " (° I o `t C ,0vv �< / A�ul K-C- L L ' A , cJ — m Dovelop1 ent S r ces 250 Madison Street, Suite 3 1 Port Townsend WA 98368 1 r t Phone: 360-379-5095 Fax: 360-344-4619 q, Lv www.cityofpt.us Resiopptial 66iidi64 06rrrllii ,Appli , tion Project Address: 2°-2 `2,. 5EWF,7 u' Legal Description (or�Tax #): Office Use Only Poo T Too)t3sato, w) Addition: (A oPe it Zoning. R-,1 Block: Parcel # o 0 Lot(s): G Associated Permits: Project Description: 5ur;ronvv. Jr neoJ �: � �� °�� ,�" �a�� ' ➢ Applications accepted by mail must include a check for initial plan review fee of $150 ➢ See the "Residential Building Permit Application ➢ Requirements" for details on plan submittal requirements. Lender Information: Property Owner. Name: r r�( Address: City/St/Zip: T0V-±! Phone: Q-0 '6Vq -1603 Email: "" ✓ N" d llt 36 Phone:,I ' ifs • Contractor: ❑ Same as Owner Name: Address.: F0 + b6 City/St/Zip: r~ Adt w A g Q Phone Email: _.._ State License*:CXA �� City Business License #: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. Name: Project Valuation: Building Information (square feet): 1' floor I-SI Garage: 510 2"d floor Deck(s)�: 3`d floor Porch(es): Basement: Is it finished? Yes No Carport: Other: �2 anufactur d Home U ADU U New Additio)i Remodel/Repair)4. Total Lot Coverage (Building Footprint).-* Square feet: 3'3 144 % 2* Impervious Surface:* Square feet: 54 SO *Total existing & ro osed If an existing structure, what year was it built? _ f q-7 (a it, Al fw sats' l �1 f 6 re4,n6 .� Any known wetlands on the property? YQ Any steep slopes (15%)? Y 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 associatedwith thi permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Date.:. RESIDENTIAL BUILDING PERMIT APPLICATION CHECKLIST This checklist is for new dwellings, additions, remodels, and garages. The purpose is to show what you intend to build, where it will be located on your lot, and how it will be constructed. ❑ Residential permit application. ❑ Washington State Energy & Ventilation Code forms ❑ Two (2) sets of plans with North arrow and scaled, no smaller than = 1 foot: ❑ A site plan showing: 1._ _Legal description and parcel number Or tax number), 2. Property lines and dimensions 3. Setbacks from all sides of the proposed structure to the property lines in accordance with a pinned boundary line survey 4. On -site parking and driveway with dimensions 5. If creating new impervious surfaces, indicate measures utilized to retain stormwater on -site 6. Street.names and any easements.or vacations 7. Location and diameter of existing trees 8. Utility lines 9. If applicable, existing or proposed septic system location 10. Delineated critical areas boundaries and buffers Foundation plan: 1. Footings and foundation walls 2. Post and beam sizes and spans 3. Floor joist size and layout 4. Holdowns 5. Foundation venting ED Floor plan: 1. Room use and dimensions 2. Braced wall panel locations 3. 'Smoke detector locations 4. Attic access 5. Plumbing and mechanical fixtures 6. Occupancy separation between dwelling and garage (if applicable) 7. Window, skylight, and door locations, including escape windows and safety glazing ❑ Wall section: 1. Footing size, reinforcement, depth below grade 2. Foundation wall, height, width, reinforcement, anchor bolts, and washers 3. Floor joist size and spacing 4. Wall stud size and spacing 5. Header size and spans 6. Wall sheathing, weather resistant barrier, and siding material 7. Sheet rock and insulation 8. Rafters, ceiling joists, trusses, with blocking and positive connections 9. Ceiling height 10. Roof sheathing, roofing material, roof pitch, attic ventilation El Exterior elevations (all four) with existing slope of the land in relation to all proposed structures El If architecturally designed, one set of plans must have an original signature If engineered, one set of plans must have one original signature 71 For new dwelling construction, Street & Utility or Minor Improvement application o�tar City of Port Townsend off, ° Building & Community Development Waterman & Katz Building 181 Quincy Street, Suite 301 Port Townsend, WA 98368 (360) 379-3208 Fax: (360) 385-7675 Washington State Energy Code (WSEC) 2000 Residential Construction Checklist Complete this form iii addition to WSEC forms for electric heat (on blue paper), other fuels (on pink paper) or a calculated WATTSUN form. Please answer the following questions: TYPE OF PROJECT: ❑ New construction, or addition over 750 sq. ft. Must meet whole house and spot ventilation requirements, and show full WSEC compliance as a stand-alone project. A House addition under 750 sq. ft. Possible trade-offs are allowed with the existing building for WSEC compliance, such as increasing ceiling insulation. See WSEC compliance performance forms, or WATTSUN calculation. NOTE. A house addition less than 500 sq. ft does not require whole house ventilation. Spot ventilation is still required TYPE OF HEATING G -- Please check all that a 1 ❑ Electric ❑ Wall Heater ❑ Baseboard ❑ Forced Air Furnace ❑ Radiant Floor (Boiler) ❑ Other ❑ Non -Electric: ❑ Propane - ❑ Boiler (Hydronic) ❑ LPG Stove ❑ LPG Furnace ❑ Other LPG M Heat Pump ❑ Oil Furnace ❑ -Woodstove (can only be used as secondary heat source) VAPOR RETARDERS: Vapor retarders shall be installed toward the warm surface as represented below. Select one option for floors, walls, and appropriate ceilings: s• Floors: C511� wood with exterior glue , ❑ Poly plastic (greater than or equal to 4 millimeter thick) el ❑ Backed batts t"1 Walls: ❑ Poly plastic (greater than or equal to 4 millimeter thick) ❑ Face -stapled, backed batts iLow-perm paint a Ceilings: ❑ Not required where ventilation space averages greater than or equal to 12 inches above insulation ❑ Face -stapled, backed batts ❑ Poly plastic (greater than or equal to 4 millimeter thick) B'1 ow -perm paint SEE BACK \\Bcd_pecmits\forms\Residential Energy Code Checklist.doc Page 1 of T e of ventilation used throughout the house: C-txhaust Option ❑ HVAC Integrated Option :For "Exhaust Option" complete the following: s In what room is your whole house fan located? LhuNdR`( • What size is the whole house exhaust fan? ❑ 50-75 CFM (1-2 bedroom house) k10-120 C.FM (3 bedroom house) ❑ 100-150 CFM (4 bedroom house) ❑ 120-180 CFM (5 bedroom house • Fresh Air Inlets are required for this option in each habitable room (includes all bedrooms, living and dining rooms but not kitchens, bathrooms or utility rooms). What type of fresh air inlet will be installed? (See figure below) ❑ Window Ports [-Wall Ports FRESH AIR DISTRIBUTION Each habitable space of the building must be provided with outdoor air. (See Figure 8.5) Outdoor air distribution can be accomplished using individual room inlets, sep- arate duct systems, or by using the forced air heating system. Where the system provides ventilation through a dedicated opening, such as a window or through -wall vent, these openings must: [V302.6-V302.6.4] • Have controllable and secure openings. Be sleeved when installed through a wall or window frame. Have a minimum of 4 square inches of net free area or provide a minimum of 10 CFM 9 10 pascals tested by HVI. Outdoor Air Inlets INTEGRAL WITH WINDOW Figure 8.5 \\Bod_permits\forms\Residential Energy Code ChecklisLdoc Page 2 of 2 ROUND THROUGH -WALL . RECTANGULAR THROUGH -WALL Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 a Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 * E-mail: mikaelbi-osti-om@yalioo.com M DATE: 074 I/46 11-1 PROJECT: . ...... _SHEET: PROJECT ADDRESS: 22 Sx 56A Vt6c.J p VG RyK 7- _(o�jA),5e30^J;), �VA I? 16irk JOB NO.: SUBJECT: COS6�) ?6Movee- 111111 . ........ . . ........... .. . 1 v e S t rw) c- 9 ( Ttz t 6-�j VC-R,7-1 C_#4 (_ Ali A _Ys ( -S " r-6 ?.OA I- 4-NA Ly 5 (_5 V - DC Vi - Vq7 N01 rostrom Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: DATE: v-i l`�i (� PROJECT: 6 FF/4 A i'�SHEET: lia PROJECT ADDRESS: JOB NO.: SUBJECT: ZU(L-PfVie, (ICI4HTS i i SA t I = S1 3,`7 MrsL ,z !E, ps - C RAr7-Cz ToevF Sa 4-k?- O F,AJc, �x 12- "o, c, z INSu LA —it cDPJ 1441 S c_ 0 Est 12 " C , 3G Z.t30A? ) � 91 j2 VC-1 O"L> WSut_i� % ItJw Brostr6m Engineering, PLIX 922 1/2 Washington Street #6 0 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: mikaelbrostroi-n@yalloo-col-n BY: B DATE: 01 �c)7 (/O PROJECT: F FMA 10) SHEET: JOB NO.: PROJECT ADDRESS - - SUBJECT: W-F_ (4 H 7-.S ('jo.b 1) TsL-6 -FL4t%?- COV'61?, A FL6c?_ y 3 A).6 u i-A-7 1 7?4 Ma Brostrom Engineering, PLLC 922 1/2 Washington Street 46 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: mikaelbrosn•om@yahoo.com �DATE: D� �....0....7. S. PROJECT: C _SHFET: .�_..� BY: �.a_ . JOB NO.: PROJECT ADDRESS: �...._ ,._ SUBJECT: ......... W (AJD _�_oAD p9° V3S = gS M PH _ � C A• 5T t4 0'R I Z IDt �t.(= r _ a = � � 0, 1 (J f, > G f` f EXP C `' r 7 FT >, 3 r"T A = tx FT x � �sao �� I -+ ; Kit K, K7K.3 A 3 C �53 v l 5 9 -y,z fo, a. P s z 9,3 Ll,.3 49,3 9 ; 4,2, 10 to 10 Coti1JP6N10NT S pnac, — A I pvlet 30 AKCA �6 3 T__ 3l,�(7.8 irk. I rostro n engineering, PLLC 922 1/2 Washington Street 46 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostroi-n@yahoo.com p..7�/� t�$ PROJECT: SHEET: DATE: BY �m..�.m ,Asc-G 7 S cc 7-f YAJ SUBJECT: .�._,._m........._.. W.Sct.s✓_(. L V — © w o.� rzoM �aoa z:c��a J o,� = A 5 D S f+.CA K w A L L ) •� L N G `v -L D5 = 2/3 SM s S,u.5 = Fa 453s F0. 1,00 S s Z/r3 I.3(9) 6.ovo D.$g SCG•Ti 07J ((,%o rAzc.c I(,%'• I DCLvPA"ucy c-fkTEGax'I = f i r/ I'r C ,s E 15 M t c- 17 f 5 t C, Al CA 7',°e D Z- LIr � D Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.13832752292449 Longitude =-122.80755758285522 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 1.319 (Ss, Site Class B) 1.0 0.482 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.13832752292449 Longitude =-122.80755758285522 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.518 Period Sa (sec) (9) 0.2 1.319 (SMs, Site Class D) 1.0 0.732 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 48.13832752292449 Longitude =-122.80755758285522 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.518 Period Sa (sec) (g) 0.2 0.880 (SDs, Site Class D) 1.0 0.488 (SD1, Site Class D) w Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 * E-mail: mikaelbrostrom@yahoo.com BY: DATE: Olff?(09 PROJECT: . . . ... ... EFFMIANIM- SHEET:---, PROJECT ADDRESS: JOB NO�.:1.111—'090, SUBJECT F ( A Brostr6m Engineering, PLLC 922 1/2 Washington Street 46 0 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com PROJECT: F/I A BY:.DATE: SHEET: JOB NO,: PROJECT ADDRESS: SUBJECT: 0 t \A1 5 F ((r-,) = (5-7c_F ci w z 6, + qY,ZAF (I 67_r_r)L/7 + mo 110 "S A L-c to c-E uxAt— t-- ? 7 D, 7 PL[ 3 L&S (o F 7' 0 L-�5 //Fr 3ZJ LZS [ 8 a . 9 3le- F (-(2-S'?e-,z x /2 " 0- C, Brostrom Engineering, PLLC 922 1/2 Washington Street #6 0 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: iilikaelbrosti-om@yahoo.com 29 IS 7 (D FT) iEj ?LF ((Di7T) f9 0 ?LF 7S F R'DF, I S,pm = 9 1 .. 3 " (r 5 � 15 PSG 19 cro ? C- F �Y ?LF L S-9-C, 'PLF U0,5 rcxC- Dr 4t6 f Vq DF Tr Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Wood Beam Design Description : RIDGE BEAM Material Properties . ... t . _ .. ---- Analysis Method : Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species : DF/DF Wood Grade : 24F - V4 Beam Bracing : Title: Effmann Job # 08003 Dsgnr: Mikael Brostrom, P.E. / Project Desc.: EffmVann's residence remodel j Project Notes ... He e,&ahh�er� OGCfp�a9� rfY�s�+Yuh4Cxar��Uwrus�rttY:ub1 effmann ec6 ENERCALC, INC. 1983-2006, Ver. 6.0,19, 14:15032 per ,BC.,iBC., 2006, 2005 N4.FS Fb - Compr 2,400.0 psi E : Modulus of Elasticity Fb - Tension 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 930.Oksi Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Fv 26 5, 0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210pcf t ,.. 6 75xt5 .,ryry• Applied Loads Servis loads entered Load eYar� will he applied for calculations, .. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0 150, Lr = 0.190 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.817. 1 Maximum Shear Stress Ratio 0.270 : 1 Section used for this span 6.75x15 Section used for this span 6.75x15 fb : Actual = 1,807.25psi fv : Actual 71.63 psi FB : Allowable = 2,210.76psi Fv : Allowable µ 265.00 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 14A03ft Location of maximum on span _ 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs - Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.894 in Max Upward Live Load Deflection = 0,000 in Live Load Deflection Ratio = 389 Max Downward Total Deflection = 1.707 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 203 Maximum Forces & Stresses for Load Combinations M. Maxax tress Ratios Load CombinationSummary . of Moment Values Summary of Shear Valdes � Segment Lertr th �p J an # M A.. V Mautreal Ili -design 9 b atlo�a ...... F "�rucdtiaal tv desi0n Fva11ow ®. w. ()VteraH �G1m�tLur ��lofp t t t} t1 �� r aqkduA2 t 0.270 3812 �� 1 641'7.25 1214376 4 63 7„1.63 265,00 {-D Len tl1 - 29.0 It f 0 389 0.129 1815 860,39 2,210 76 2 30 34 10 26500 aD+L.F.H Length = 29.0 ft 1 0 389 QA2.9 18 15 86039 2,210.76 2,30 34,10 265.00 aD+Lr+H Length - 29.0 ft 1 0 8 i7 0.270 38,12 1,807.25 2,210,76 4,83 71,63 265.00 FD1 -D 7501-r1{0,7 SOL+H Length =29.0ft 1 0 10 0,235 3313 1,570,53 221016 4.20 62.25 265,00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in an 5 p Load Combination oa +" Defl Location in Max.. Span f7 00000 0 000 Brostr6m Engineering, PLLC Title: Effmann Job # 08003 922 1/2 Washington Street#6 Dsgnr: Mikael Brostr6m, P.E. Port Townsend, WA 98368 Project Desc.: Effmann's residence remodel v (P Phone & Fax: (360) 379-6402 Project Notes ... .. r�0��..4�mFhG+rrS�GN�„ i YI�CO'M11983 tlY�"kYNi8tl6� �YS16efrmannee6`.._. •g Wood Be ciii'i Design �=�� . �� ,�Y 6,019N1 7r�J2 C .' 9 Y � u Description : RIDGE BEAM Maximum Deflections for Load Combinations Unfactored Loads Load Combination Span Max. Downward Defl Location in Span Max. Upward Dell Location in Span 6 Only 1 (1.E11�2�� 1, �'1' 0 ;7CldJ('Y 0.000 Lr Only 1 O.1� 944 4 '59l 0,0000 0.000 Lr+L Only I O.89 44 14 0.%i000 fi 000 D+Lr+L 1 1 7071 14!1, 7 0.0000 0000 Maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall II MAXimum �25� e v 5.258 D Only 2.503 2,503 Lr Only 2 755 2.755 Lr+L Only 2.755 2.755 D + Lr + L 5.258 5.258 Brostrdm Engineering, PLLC Title : Effmann Job # 08003 922 1/2 Washington Street#6 Dsgnr: Mikael Brostrdm, P.E. Port Townsend, WA 98368 Project Desc.: Effmann's residence remodel v Phone & Fax: (360) 379-6402 Project Notes He effmannee6 Wood Beam Deign ENERCALC INC 19332008 Ver6019 N:15032 Description : HDR1 • Material Properties sis Method : Allowable Stress Design Method Anal w Analysiset o Fib Compr 1,350,0 psi E :Modulus of Elasticity 1,6OO.Oksi Load Combination 2006 IBC & ASCE 7-05 Fb . Tension Fc - Prll 1,350.0 psi 925.0 psi Ebend- xx Eminbend - xx 58O.Oksi Wood Species : Douglas Fir - Larch Fc - Perp Fv 625,0 psi 170.0 psi Wood Grade : No.1 Ft 675.0 psi Density 32.21Opcf Beam Bracing —... I n Applied Loads _ Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0,10, Lr = 0.1240 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Service ivads entered Loud Factors will be applied for c<alcuiations. Maximum Bending Stress Ratio = O.6291 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span fb : Actual = 849.6Opsi fv : Actual FB : Allowable = 1,35O,00psi Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximrurn on span = 4.153ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Live Load Deflection = 0,107 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 924 Max Downward Total Deflection = 0,199 in Max Upward Total Deflection = 0,000 in Total Deflection Ratio = 496 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Su rnmary of Moment Values Segment Length Span # M V Mactual fb-design Fb-allow Overall rMAX nurn Envelope l_engM 8,250 i, 1 0 629 0 248 96 849,60 1,35000 +D Length == 8,250 it 1 0.291 0.115 0 91 393.08 1, 50 00 -D +-L.+l i Length 8.2,50ft 1 0.'29) 0'15011 393,08 1,350.00 +D +Lr+H Length = 8.250 ft 1 0,629 0,248 1,96 849.60 1,350 00 +D+O.7501—o-0 7501-+H r 1 0 545 0 215 1.70 735 47 1.350,00 _ 0,248 : 1 6x6 42.13 psi _170,00 psi +D+Lr+H 7,807 ft Span # 1 Summary of Shear Values Vactual fv des ign v-allow 0,85 42.13 170.00 0,39 19,49 170,00 0,39 1949. 17000 0.85 42.13 170,00 0 14 36.47 17000 Length - d 2.J0 ft Overall Maximum Deflections - Unfactored Loads + Span Load 0000 `omLma611 on Span Max Dell Location in Span Load Combination Max 1 Defl Location �}t10 1 L 1u.,s'. 41 ".", ~ Orosk6nn Engineering.PLLC ° 822 1/2 Washington Street #0 Port Townsend, WA98368 Phone & Fax: (3hO)J79-O4O2 �. _. / Title: Effmann Job#880O3 Dagnr Mikael Bmmkbm.RE ProjectDesc.: EMmumn'mresidence remodel Project Notes : or� Maximum Deflections for Load Combinations 'UnfaotomdLoads Load Combination Span Max. Downward mfl m��mm%mn �m.uvwammm -D@,----��------------'l---------0��--- ---4l�D'----------'---000U-- � LKmly 1 01071 Wa3 00000 Lr+L Only 1 0,1071 @53 8,0008 o~u+L 01993 NoJ 0V000 Maximum Vertical Reactions 'Unfadored Load Combination Support Support -OJ&�-----6OS2- — — � -- oon� ou^ ou* uooly 000 onn Lr+L only 0.512 0512 o~Lr + L 0,950.952 Location in Span _ 0000 0,000 0,000 0000 Brostrom Engineering, PLLC 9221/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Wood Column Description : P1 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Compr 1,200.0 psi Fv Fb - Tension 1,200.0 psi Ft Fc - Prll 1,000.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending Basic 1,6000 Minimum 580.0 Load Combination 2006 IBC & ASCE 7-05 Title: Effmann Job # 08003 Dsgnr: Mikael Brostr6m, P.E. Project Desc.: Effmann's residence remodel a Project Notes : l ro C1,ik3E45'rt rrctlr � TiE.9Jiru1 '%1 rv0'Iraumf gYO"3eHmanned ENERCALC, INC,198M008, Vec 6 0,19, N:15032 Wood Section Name Wood Grading/Manuf. 10.750 ft Wood Member Type Code Ref : 2006 IBC, ANSI / AF&PA NDS-2005 4x6 Graded Lumber Sawn Exact Width 3.50 in Allowable Stress Modification Factors Exact Depth 5.250 in Cf or Cv for Bending 1.0 Area 19.25 in'2 Cf or Cv for Compression 1.0 170„0 psi Ix 266.93 in^4 Cf or Cv for Tension 1.0 825.0 psi ly 68.78 in^4 Cm: Wet Use Factor 1.0 32.210 pcf Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 y-y Bending Axial Kf : Built-up columns 1.0 1,600.0 1,600.0 ksi Use Cr: Repetitive ? No 580.0 Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling Y-Y (depth) axis :10 75 ft, K = 1.0 Applied Loads Column self weiqht included : 46.2879 Ibis * Dead Load Factor AXIAL LOADS ... Axial Load at 10.750 ft, D = 2.20, LR = 2.7550 k BENDING LOADS ... Lat. Uniform Load creating My-y, W = 0.05860 k/ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.49828 :1 Load Combination +D+W+H Governing NDS Formla Comp + Mxx, IN IDS Eq. 3.9-3 Location of max.above base 5.3389 ft At maximum location values are AppliedAxial 2.2463 k Applied Mx -0,84646 k-ft Applied My 0,0 k•ft Fc: Allowable 607.606 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D +D+L+H +D+Lr+H +D+0.750Lr+0.750L+H +D+W+H +D+0.750 Lr+0. 750 L+0.7 50 W+H +D+0 750L+0.750S+0.750W+H +0.60D+W+H Maximum Reactions - Unfactored Load Combination " _____ ,.M�..,, D Only Service loads entered Loud Factors will be applied for calculations Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.31498 k Bottom along Y-Y 0.31498 k Top along X-X 0,0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y-0,041673 in at 5.4111 It above base for load combination: W Only Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... 0.10083:1 !iIMIngI faression +D+W+H Cf or Cv : Size based factors 1 000 1.000 10.750 ft 17,1415 psi 170.0 psi Maximum Axial +Bendlp'j tre s R tr0s Stress Ratio Status I -malign 0.20119 PASS 0.0 ft 0,20119 PASS 0.0 ft 0.44795 PASS 0,0 ft 0,38626 PASS 0,0 ft 0,49828 PASS 5.3389 ft 0.49255 PASS 5.3389 ft 0.38383 PASS 5.3389 ft 0.47237 PASS 5.3389 ft fait aaun rl,,ar Rat)ras Stress Ratio Status Location 0.0 PASS 10.750 ft 0.0 PASS 10.750 ft 0.0 PASS 10.750 ft 0.0 PASS 10.750 ft 0.10083 PASS 10.750 ft 0.075624 PASS 10.750 ft D.075624 PASS 10.750 ft 0.10083 PASS 10.750 ft X-X Axis Reaction Y-Y Axis Reaction @ Base @ Top @ Base @ Top Tension Note: 0I71y non -zero reactions are listed Brostr6mEngineering, PLLC ^ 922 1/2 Washington Street #6 Port Townsend, WA98368 Phone & Fax: (30O)37O-64O2 � / Title: Effmann Job# 08003 Dugnx MikaelBmatr6n.PE. Project Des ,: Effmann'nresidence mmou« 10 Project Notes : u+ L �w~Of/ Maximum 'UnfadnmdLoads °=" Load Combination ax vmm' Maxoek�o o�un� Max. omm�� ---0/0ou-- — -------------------� —��mv-- - —7l�mU-mi---�u �— -----U�00m—' LnL{On|y 000O0 m . O««vh ,", 00o0 m , O�oo0 h WOn '' 0.000 in O.m0U OOo in 0.m0n O~u~� o00OO i" � 00O0k � 00V0 in � 0.000 h o+L +G~W/2 o.00onm 0.00n 0.000in 0.00ft o~L~W~S/2 0.0000 in n.UOoM 0800 in 0.000 o Sketches __ ~ � | | | | i . � | | ' rostr6m Engineering, P LAC 922 1/2 Washington Sheet #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: ..,l I3,.._ ....DATE ...7 //J /1)? PROJECT: /.e. ._mr ., SHEET: PROJECT ADDRESS: SUBJECT: -3oz 2pp FccoZ 3,4 r7¢ ZAn:9A4 -z3 c,(s i 5 7v i575FD—F) f- (Ii7Sr�FF-,) - 17.707tr ?Lf = IQ FSr ((1.5Fr) 720?f.1' W� CJ' - Ll ? WI> rLvcq- aF- WL1 JOB NO.: 09011 `�-LAM 2-0 '3 D F IZ ' o.c. 1! �A ltsE ly„ BCL C-ono - l.-7 7r 1�" D.C. ISIE " Single 3-1/2" x 14" VERSA -LAM® 2.0 3100 DF Joist1J01 BC CALCO 9.5 Design Report - US 2 spans I Right cantilever 1 0/12 slope Tuesday, July 15, 2008 12:04 Build 91 12" OCS I Repetitive I Member construction File Name: 08011 Effmann - Richard Berg.BCC , J I Job Name: Effmann Description: J01 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrdm Engineering, PLLC Code reports: ESR-1040 Misc: M4 r y�4s... , u_.....�.. .. , ...,....�, .__ ._ _ . .. .,,, ..... ._...- 21-C�� , �,.m........ _ ._, �..�,.. ,_� .�m, ,,.,,. .� ,...... w .,.�.� �......�..............�.�.�, .� �,.... _. x pti7 0 BO B1, 5-1/2" LL 430 Ibs LL 471 Ibs DL 470 Ibs DL 596 Ibs RLL 51 Ibs RLL 169 Ibs Total Horizontal Product Lenqth = 22-06-00 Load Summary Live Dead Wind Roof Live Tao Description Load Type Ref. Start End 100% 0% 115%y 160% 125% ocs 1 Standard Load Unf. Area (psf) Left 00-00-00 16-06-00 40 26 12" 2 Deck Unf, Area (psf) Left 16-06-00 22-06-00 40 14 12" 3 Roof & Wall Conc. Lin. (plf) Left 16-06-00 16-06-00 270 220 12" Load Controls Summary Value % Allowable Duration Case Snan Location Pos. Moment 5154 ft-Ibs 17.1% 100% 14 1 - Internal Neg. Moment -33 ft-Ibs 0.1 % 100% 1 2 - Left End Shear 897 Ibs 9.6% 100% 1 1 - Left Cont. Shear 985 Ibs 10.6% 100% 1 1 - Right Total Load Defl. L/854 (0.302") 84.4% 55 1 Live Load Defl. L/1696 (0.152") 42.4% 55 1 Total Neg. Defl. -0.046" 9.2% 55 2 - Cantilever Max Defl. 0.302" 30.2% 55 1 Span / Depth 18.4 n/a 0 1 % Allow % Allow Bearing Su ortS Dim. L x W Value Supaort Member Material BO Hanger Load n/a 951 Ibs Unspecified n/a Hanger B1 Wall/Plate 5-1/2" x 3-1/2" 1236 Ibs 10.3% 8.6% Douglas Fir Notes Design meets User specified (L/720) Total load deflection criteria. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans, Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application, Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMTM" SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUSO , VERSA -RIM@, VERSA-STRANDO, VERSA-STUDO are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 BC ca, ®®9.5 Single 14" BCI® 6000-1.7 DF Joist1J02 Design Report - US 2 spans I Right can 0/12 slope Tuesday, July 15, 2008 12:05 Build 91 12" OCS I Repetitive I Glued & nailed construction File Name: 08011 Effmann - Richard Berg.BCC Job Name: Effmann Description: J02 v 13 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer Mikael Brostr6m, P.E. Customer: Company: Brostr6 n Engineering, PLLC Code reports: ESR-1336 Misc: BO LL 430 Ibs DL 213 Ibs RLL 51 Ibs B1, 5-1/2" LL 471 Ibs DL 372 Ibs RLL 169 Ibs Total Horizontal Product Length = 22-06-00 Live Dead Snow Wind Roof Live Load Summary r,�Antie%n Load Tvve Ref. Start End 100% 90% 115% 160% 125010 OC 1 Standard Load 2 Roof & Wall Unf. Area (psf) Conc. Lin. (plf) Left 00-00-00 22-06-00 16-06-00 16-06-00 40 14 270 Load Controls Summary Value °/. Allowable Duration Case Span Location Pos. Moment 3828 ft-Ibs 88.0% 100% 14 1 - Internal Neg. Moment -27 ft-Ibs 0.6% 100% 16 2 - Left End Reaction 641 Ibs 40.7% 100% 14 1 - Left Int. Reaction 818 Ibs 28.0% 100% 1 1 - Right Cont. Shear 777 Ibs 40.3% 100% 1 1 - Right Total Load Defl. L/338 (0.763") 71.0% 55 1 Live Load Defl. L/520 (0.497") 92.4% 55 1 Total Neg. Defl. -0.111" 22.1% 55 2 - Cantilever Max Defl. 0.763" 76.3% 55 1 Span / Depth 18.4 n/a 0 1 % Allow % Allow Bearing Su000rtS Dim. IL x W1 Value Sunnort Member Material BO Hanger Load n/a 694 Ibs Unspecified n/a Hanger B1 Wall/Plate 5-1/2" x 2-5/16" 1012 Ibs 12.7% n/a Douglas Fir Cautions Web stiffeners required at bearing BO. Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (L/240) Total load deflection criteria. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans. Design meets arbitrary (1") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist. 12 220 12" Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application., Output here based', on building code -accepted design properties and analysis methods. Installation of BCISE engineered wood products must be in accordance with current Installation. Guide and applicable buitding codes To obtain Installation Guide or ask questions, please call (888)234�0056 before installation. BC CALCO, BC pRAMERO , AJSlm ALLJOISTV , BC RIM BOARD Im, BCIO , BOISE GLULAM r0" SIMPLE FRAMING SYSTEMC> , VERSA-LAMO, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA-STRANDO, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 JoistW02 BC CALC® 9.5 Design Report - US 2 spans 1, Right cantilever j O/12 slope Tuesday, July 15, 2008 12:05 Build 91 16" OCS I Repetitive ! Clued & nailed construction File Name. 08011 Effmann - Richard Berg.BCC vly Job Name: Effmann Description: J02 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrom Engineering, PLLC Code reportsu ESR-1336 Misc: BO LL 573 Ibs DL 284 Ibs RLL 68 Ibs -06-00 Total Horizontal Product Length = 22-06-00 B1, 5-1/2" LL 628 Ibs DL 496 Ibs RLL 225 Ibs Live Dead Snow Wind Roof Live Load Summary 2-06-00 1 0% 90% 115 / 160% 125°�° r3c " ° ° Tau Description Load T e Ref. Start E ° 16" 1 Standard Load Unf. Area (psf) Left 00-00-00 2 220 16" 2 Roof & Wall Conc. Lin. (plf) Left 16-06-00 16-06-00 270 Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 5104 ft-Ibs 68.6% 100% 14 16 1 -internal 2 - Left Neg. Moment -36 ft-Ibs 855 Ibs 0.5% 69.8% 100% 100% 14 1 - Left End Reaction Int. Reaction 1091 Ibs 34.1 % 100% 1 1 - Right Cont. Shear 1035 Ibs 53.8% 100% 1 - Right Total Load Defl. U349 (0.74") 68.8% 55 1 Live Load Defl. L/536 (0.481 ") 89.5% 20.8% 55 55 2 - Cantilever Total Neg. Defl. -0.104" 55 1 Max Defl. 0.74" 74.0% 0 1 Span / Depth 18.4 n/a Allow % Allow Bearltt SU ores Dim. L x Value Sta ort Member Material BO Hanger Load _ n/a 926 lbs Unspecified n/a Hanger B1 Wall/Plate 5-1/2" x 2-5/16" 1349 Ibs 17.0% n/a Douglas Fir Cautions Design assumes Top and Bottom flanges to be restrained at cantilever. Notes Design meets User specified (U240) Total load deflection criteria. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans, Design meets arbitrary (1'") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application, Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable buitding codes. To obtain installation Guide or ask questions, please call (888)234.0056 before installation. BC CALCtiti, BC FRAMER4 „ AJS'"" ALL,JOIS'TV , BC RIM BOARD'tm, SCI , BOI SE GLULAM"', SIMPLE FRAMING SYSTEM, VERS,A-LAM, VERSA -RIM PLUSi „ VERSA -RIM®, VERSA -STRANDS', VERSA-STUDD are trademark's of Boise Wood Products, L.L.C, Page 1 of 1 Brostrom Engineering, PL,LC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.corn BY. /� 13 DATE: O� / 1 8 /08 PROJECT: LF FMAAJA) SHEET: Vt5 PROJECT ADDRESS: SUBJECT: ra©�5yn�� r, L a 4 0 PS i"- (I t( 0 pe- CJD - J y PS F (I F� = �tfl �G.a c,-i " _ �,) ?S r= (I ri') = q D FGF �2.aS F�o� T`wo� E ± 5 4 Z 0 l-b5 flav3 S AA = I(,,- " COD = J at Yt-r/o,`t t aG tnp(IFrr) 74., + 40 ?5 (SFr) 2&q'ELF�o,q t .t,j F(Fr) = D _ W� 1� 30 ?LF t 40PSF (ZFT) ?= 1984:LB5., - 1-11'-W f ayT _ M9 Lei -13 L&S JOB NO.: 0go(( Dt0,7S_c4-tLr rE) 49.6DtE ?I-F SIB 'ELF l(' S.5' 1 0 fao3 t (` U St -7 � � 4" 1� 75A - AF BC CALC Single 7" x 14" VERSA-LAMO 2.0 3100 DF Floor Beam\FB01 801 ® 9.5 Design Report - US 2 spans Right cantilever 0/12 slope Tuesday, July 22, 2008 13:28 Build 91 File Name: 08011 Effmann - Richard Berg.BCC V Ile Job Name: Effmann Description: FB01 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: �,.... m....._`......,� B1, 3-1/2" BO LL 353 Ibs LL 322 Ibs DL 789 Ibs DL 676 Ibs RLL 127 Ibs RLL 38 Ibs Total Horizontal Product Length = 22-06-00 Live Dead Snow Wind Roof Live Load Summary "9"a Load TV e Ref.. Start End 100% 90% 115°1° 180%° 126% 'rr'ib. Descri'tior� 1 Unf. Lin. (plf) Left 00-00-00 16-06-00 30 33 n/a w 2 w" Unf. Lin. (plf) Left 16-06-00 22-06-00 30 14 n/a 3 p Conc. Pt. (Ibs) Left 16-06-00 16-06-00 270 165 n/a 4 E Conc. Pt. (Ibs) Left 16-06-00 16-06-00 -4073 n/a Load Controls Summary Value % Allowable Duration Case Steam L0r-atlon Pos. Moment 5656 ft-Ibs 9.7% 100% 14 1 - Internal Neg. Moment -12384 ft-Ibs 13.3% 160% 7 1 - Internal End Shear 892 Ibs 4.8% 100% 1 1 - Left Cont. Shear 2428 Ibs 8.1 % 160% 7 1 - Right Uplift 2337 Ibs n/a 7 1 - Right Total Load Defl. 2xL/647 (0.037") 37.1 % 7 2 - Cantilever Live Load Defl. 2xL/647 (0.037") 55.6% 7 2 - Cantilever Total Neg. Defl. -0.199" 39.8% 7 1 Max Defl. 0.16" 16.0% 55 1 Span / Depth 18.4 n/a 0 1 % Allow % Allow l 'eari'n Su orts Dim, L x W Value Su aort Member Material BO Hanger Load n/a 1037 Ibs Unspecified n/a Hanger BO Hanger Uplift n/a 271 Ibs Unspecified n/a Hanger B1 Wall/Plate 3-1/2" x 7" 1269 Ibs 8.3% 6.9% Douglas Fir Cautions Uplift of 2337 Ibs found at span 1 Right. Notes Design meets Code minimum (2xL/180) Total load deflection criteria for cantilever spans due to goof loads. Design meets Code minimum (L/240) Total load deflection criteria for non -cantilever spans. Design meets Code minimum (2xL/240) Live load 'deflection criteria for cantilever spans due to roof loads. Design meets Codeminimum (L/360) Live load deflection criteria for non -cantilever spans. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suilabilitY for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOIE engineered wood products must be in accordance with current Installation Guide and applicable building codes To obtain installation Guide or ask questions, please call (888)234.0056 before installation. BC CALC@, BC FRAMER@ , AJSTA9, ALLJOIST@ , BC RIM BOARDTA9, BCI@ , BOISE GLULAMTM. SIMPLE FRAMING SYSTEMO , VERSA -LAM®, VERSA -RIM PLUS` , VERSA -RIM@, VERSA -STRAND, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 BOISE"' Single 7" x 14" VERSA -LAM® 2.0 3100 DF Floor Beam1F1301 BC CALCO 9.5 Design Report - US 2 spans I Right cantilever 1 0/12 slope Tuesday, July 22, 2008 13:29 Build 91 File Name: 08011 Effmann - Richard Berg.BCC V 1-7 Job Name: Effmann Description: FB01 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: Total Horizontal Product Lenqth = 22-06-00 Load Summary Live Dead Snow Wind Roof Live Tao Description Load Type Ref. Start End o 100 /0 0 90 /0 o 115 /0 160% 125% Trib. 1 w Unf. Lin, (plf) Left 00-00-00 16-06-06 30 33 n/a 2 w' Unf. Lin. (plf) Left 16-06-00 22-06-00 30 14 n/a 3 P Conc. Pt. (Ibs) Left 16-06-00 16-06-00 270 165 n/a 4 E Conc. Pt. (Ibs) Left 16-06-00 16-06-00 4073 n/a Load Controls Summary Value % Altowable Duration Case Span Location Pos. Moment 20716 ft-Ibs 22.3% 160% 10 1 - Internal Neg. Moment -35 ft-Ibs n/a 100% 1 2 - Left End Shear 1878 Ibs 6.3% 160% 10 1 - Left Cont. Shear 4234 Ibs 14.2% 160% 10 1 - Right Total Load Defl. L/563 (0.458") 64.0% 10 1 Live Load Defl. L/726 (0.355") 49.6% 10 1 Total Neg. Defl. -0.077" 15.4% 10 2 - Cantilever Max Defl. 0.458" 45.8% 10 1 Span / Depth 18.4 n/a 0 1 Allow % Allow Bearing Supports Dim_ (L x W) Value Support Member Material BO Hanger Load n/a 1984 Ibs Unspecified n/a Hanger B1 Wall/Plate 3-1/2" x 7" 4394 Ibs 28.7% 23.9% Douglas Fir Notes Design meets User specified (L/360) Total load deflection criteria. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMTM SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA-STRANDO, VERSA -STUDS are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 g Single 7" x 14" VERSA -LAM® 2.0 3100 DF Floor Beam1FB02 BC CALCO 9.5 Design Report - US 2 spans I Right cantilever 1 0/12 slope Friday, July 18, 2008 13:08 Build 91 File Name: 08011 Effmann - Richard Berg.BCC V 39 Job Name: Effmann Description: FB02 Address: 2282 Seaview Drive Specifier-. City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrbm, P.E. Customer: Company: Brostrdm Engineering, PLLC Code reports: ESR-1040 Misc: _... _._ ... __ -00-V BO B1, 3-112" DL 516 Ibs DL 593 Ibs WL 1263lbs WL4167lbs Total Horizontal Product Length = 22-06-00 Load Summary Live Dead Snow Wind Roof Live T Descri t1gCt Loaf! T e Ref. Start End 100°/u 90% 115% 160% 125% Trib, 1 w Unf. Lin. (plf) Left 00-00-00 16-06-00 20 n/a 2 w' Unf. Lin. (plf) Left 16-06-00 22-06-00 8 n/a 3 P Conc. Pt. (Ibs) Left 16-06-00 16-06-00 162 n/a 4 E Conc. Pt. (Ibs) Left 16-06-00 16-06-00 5430 n/a Load Controls Summary Value % Allowable Duration Case San Location Pos. Moment 23185 ft-Ibs 25.0% 160% 7 1 -internal Neg. Moment -17 ft-Ibs n/a 90% 0 2 - Left End Shear 1725 Ibs 5.8% 160% 7 1 - Left Cont. Shear 4683 Ibs 15.7% 160% 7 1 - Right Total Load Defl. L/542 (0.476") 44.3% 7 1 Live Load Defl. L/647 (0.399") 55.7% 7 1 Total Neg. Defl. -0.082" 16.3% 7 2 - Cantilever Max Defl. 0.476" 47.6% 7 1 Span / Depth 18.4 n/a 0 1 % Allow % Allow Bearing Supports Dim. (L x WI Value Su ort Member Material BO Hanger Load n/a 1779 Ibs Unspecified n/a Hanger B 1 Wall/Plate 3-1/2" x 7" 4760 Ibs 31.1 % 25.9% Douglas Fir Notes Design meets User specified (L/240) Total load deflection criteria. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans, Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design propertiesand analysis methods. Installation of BGISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCIO , BOISE GLULAMT"^ SIMPLE FRAMING SYSTEMO , VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIM@, VERSA-STRANDO, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Single 7" x 14" VERSA -LAM® 2.0 3100 DF Floor BeamT1302 BC CALC® 9.5 Design Report - US 2 spans I Right cantilever 0/12 slope Friday, July 18, 2008 13:10 B NA 91 ui q File Name: 08011 Effmann - Richard Berg.BCC VE t Job Name: Effmann Description: F602 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrbm, P.E. Customer: Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: i�- 1 B1, 3-1/2" BO DL 593 Ibs DL 516 Ibs Total Horizontal Product Length = 22-06-00 Live Dead Snow Wind Roof Live Load Summary Load T e Ref. Start, End 1fi`fa 9fl°Iv 115"A 1(ifl°f� 125% Trib. Ta' 1�g Wescri lion Unf. Lin. (plf) Left 00-00-00 16-06-00 20 n/a 2 w"' Unf. Lin. (plf) Left 16-06-00 22-06-00 8 n/a n/a 3 P Conc. Pt. (Ibs) Left 16-06-00 16-06-00 162 -5430 n/a 4 E Conc. Pt. (Ibs) Left 16-06-00 16-06-00 Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 2945 ft-Ibs 5.6% 90% 0 1 - Internal Neg. Moment -18465 ft-Ibs 19.9% 160% 7 1 - Internal End Shear 462 Ibs 2.8% 12.3% 90% 160% 0 7 1 - Left 1 - Right Cont. Shear Uplift 3652 Ibs 3574 Ibs n/a 7 1 - Right Total Load Defl. 2xL/410 (0.059") 58.6% 7 2 - Cantilever Live Load Defl. 2xL/410 (0.059") 87..9% 7 2 - Cantilever Total Neg. Defl. -0.324" 64.8% 7 1 Max Defl. 0.077" 7.7% 1 Span / Depth 18.4 n/a 0 Allow % Allow Bearinq Supports Dim. (L x WI Value Support Member Material BO Hanger Load n/a 516 Ibs Unspecified n/a Hanger BO Hanger Uplift n/a 747 Ibs Unspecified n/a Hanger B1 Wall/Plate 3-1/2" x 7" 593 Ibs 3.9% 3.2% Douglas Fir Cautions Uplift of 3574 Ibs found at span 1 - Right. Notes Design meets Code minimum (2xL/180) Total load deflection criteria for cantilever spans due to roof loads, Design meets Code minimum (L/240) Total load deflection criteria for non -cantilever spans. Design meets Code minimum (2xL/240) Live load deflection criteria for cantilever spans due to roof loads. Design meets Code minimum (L/360) Live load deflection criteria for non -cantilever spans. Design meets arbitrary (1 ") Maximum load deflection criteria. Disclosure Cornpleteness, and accuracy of input niust be verified by anyone who would rely on output as evidence of suitability for particular application, output here based on buitding code -accepted design properties ,Ind analysis methods. Installation of BOISE engineered Wood. products must be in accordance with current Installation Guide and applicable building.. codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation, BC CALCO, BC FRAMER , AJS ALLJOISTG�� , SC RIM BOARD'", BCt , Bt ISE GLULAM'm, SIMPLE FRAMING SYSTEM , VERSA -LAM , VERSA -RIM PLUSiI , VERSA-R'IM®, VERSA-ST RAND, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 �;QW Single 7" x 14" VERSA -LAM® 2.0 3100 DF Floor Beam\FB03 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 0/12 slope Monday, July 21, 2008 20:44 1 Bulld 9 File Name: 08011 Effmann - Richard Berg.BCC V 110 Job Name: Effmann Description: FB03 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: . . . . . ...... B1, 3-V2"" BO LL 4266 Ibs LL 4149 Ibs DL 4053 Ibs DL 5075 Ibs Total Horizontal Product Length = 16-06-00 Live Dead Snow Wind Roof Live Load Summary Tag Description Load Type Ref. Start End 100% 90% 115% 160% 125% Trib. Unf. Lin. (plf) Left 00-00-00 11-00-00 510 631 n/a 1 w 2 w' Unf. Lin.: (plf) Left 11-00-00 16-06-00 510 322 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 36476 ft-Ibs 62.80% 100% 1 1 - Internal End Shear 7827 Ibs 42.0% 100% 1 1 - Left Total Load Defl. L/362 (0.539") 66.2% 1 l Live Load Defl. U777 (0.251") 46.3% 1 1 Max Defl. 0.539" 53.9% 1 ) Span / Depth 13.9 n/a 0 1 Allow % Allow Bearing Supports Dim. (L x W) Value Support Member Material BO Hanger Load n/a 9224 Ibs Unspecified n/a Hanger B1 Post 3-1/2" x 3-1/2" 8319 Ibs 79.9% 90.5% Douglas Fir Cautions Member is not fully supported _orted at post B1. A connector Is required y at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. Notes Design meets Code minimum (L/240) Total load deflection criteria.. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application Output here based on building code accepted design properties and analysis methods, Installation of BCOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes, To obtain Installation Guide or ask questions, please call (888)24-0056 before installation. BC CALCO, BC FRAMER@ „ AJSr"" ALLJ+OISTO " BC RIM BtOARD'rm, BCl@ , BOISE GLULAM'M, SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS , VERSA -RIM@, VERSA-ST RAND@. VERSA -STUD@ are trademarks of Boise Wood Products, LL.C. Page 1 of 1 Total Horizontal Product Length = 16-06-00 Live Dead Snow Wind Roof Live Load Summary Tag Descri tion Load T e Ref. Start End 100% 901" 115% 1 0% 125% Trib. 1 w Unf. Lin. (plf) Left 00-00-00 11-00-00 383 631 n/a 2 w' Unf. Lin. (plf) Left 11-00-00 16-06-00 383 322 n/a 3 P Conc. Pt. (Ibs) Left 03-06-00 03-06-00 1984 n/a 4 -P Conc. Pt. (Ibs) Left 07-06-00 07-06-00 -271 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 34863 ft-Ibs 60.0% 100% 1 1 - Internal End Shear 8357 Ibs 44.9% 100% 1 1 - Left Total Load Defl. L/374 (0.522") 64.1 % 1 1' Live Load Defl. L/834 (0.234") 43.2% 1 1 Max Defl. 0.522" 52.2% 1 1 Span / Depth 13.9 n/a 0 1 Allow % Allow Bearing Su000rtS Dim. IL x Wl Value Support Member Material BO Hanger Load n/a 9602 Ibs Unspecified n/a Hanger B1 Post 3-1/2" x 3-1/2" 7558 Ibs 72.6% 82.3% Douglas Fir Cautions Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing 61 analyzed for bearing only, column analysis has not been performed.. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Compteteness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and anatysis methods Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMER@, AJSTM ALLJOISTGRD, BC RIM BOARD TM", BCIO , BOISE GLULAMTM', SIMPLE FRAMING SYSTEMO , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA -STRANDS, VERSA-STUDO are trademarks of Boise Wood Products, L,L.C, Page 1 of 1 Total Horizontal Product Length = 16-06-00 Live Load Summary Tag Description Load Tee vv Ref. Start End 100% 0% 15%V 60%a ° Trib. 25% 1 W Unf. Lin, (plf) Left 00-00-00 11-00-00 383 631 a n/a 2 w' Unf. Lin. (plf) Left 11-00-00 16-06-00 383 322 n/a 3 P Conc. Pt. (Ibs) Left 07-06-00 07-06-00 1984 4 -P Conc. Pt. (Ibs) Left 03-06-00 03-06-00 -271 n/a Load Controls Summary % Allowable n D100 cite Location Pos. Momen - 39704 ft-Ibs % 1 - Internal End Shear 7802 Ibs Left Total Load Defl. L/346 (0.564") 69.3% 1 1 Live Load Defl. L/708 (0.276") 50.9% 1 1 Max Defl. 0.564" 56.4% 1 1 Span / Depth 13.9 n/a 0 1 %/° Allow %/% Allow Bearin SupportS Dim. (L x W) Value Support Member Material BO Hanger Load n/a 9047 Ibs Unspecified n/a Hanger B1 Post 3-1/2" x 3-1/2" 8113 Ibs 77.9% 88.3% Douglas Fir Cautions Member is not fully supported at post B1, A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods, lnstallation of BOISE engineered good products must be in accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMERS, AJSTM, ALLJOISTO , BC RIM BOAR'DTm, BCI® , BOISE GLULAMM, SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUSi , VER 7A•RIM®, VERSA -STRAND , VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 �Q�S'. Single 7" x 14" VERSA-LAM(g) 2.0 3100 DF Floor Beam\FB05 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 10112 slope Tuesday, July 22, 2008 15:31 Build 91 File Name: 08011 Effmann - Richard Berg.BCC Job Name: Effmann Description: FB05 Address; 2282 Seaview Drive Specifier: City State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostr6rn Engineering, PLLC Code reports; ESR-1040 Misc: BO LL 4110 Ibs DL 5075 Ibs Total Horizontal Product Lenqth = 16-06-00 B1, 3-1Q" LL 3242 Ibs DL 4053 Ibs Live Dead Snow Wind Roof Live Load Summary Load T Ref. Start End 100% 90%_ 115% 160% 125% Trib. Taq Descri t3on 1 w p Unf, Lin. (plf) Left 00-00-00 11-00-00 383 631 n/a 2 w' Unf. Lin. (plf) Left 11-00-00 16-06-00 383 322 n/a 3 P Conc. Pt. (Ibs) Left 03-06-00 03-06-00 1779 n/a 4 -P Conc. Pt. (Ibs) Left 07-06-00 07-06-00 -747 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 32610 ft-Ibs 56.2% 100% 1 1 -internal End Shear 7939 Ibs 42.6% 100% 1 1 - Left Total Load Defl. L/396 (0.493") 60.6% 1 1 Live Load Defl. L/952 (0.205") 37.8% 1 1 Max Defl. 0.493" 49.3% 1 1 Span / Depth 13.9 n/a 0 1 % Allow % Allow Bearin I SupportS Dim. IL x W) Value Suonort Member Material BO Hanger Load n/a 9184 Ibs Unspecified n/a Hanger B1 Post 3-1/2" x 3-1/2" 7295 Ibs 70.1% 79.4% Douglas Fir Cautions Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed Notes Design meets Code minimum (L/240) Total load deflection criteria, Design meets Code minimum (L/360) Live load deflection criteria.. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must Iae verified by anyone who would rely on output as evidence of suitability for particular application. Output here based on building code -accepted design properties and analysis methods Installation of BOISE engineered good products must be in accordance with current Installation Guide and applicable building codes. To obtain Instailallon Guide or ask questions, please call (888)234-0056 before installation. BC CALC I,, BC FRAMERO, AJS�"" ALLJOISTr . BC RIM BOARD Tm, B I , BO SE GLULAM'"', SIMPLE. FRAMING SYSTEM@ , VERSA-LAMO, VERSA -RIM PLUSa , VERSA -RIM@, VERSA -STRAND , VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 8o .'. Single 7" x 14" VERSA -LAM® 2.0 3100 DF Floor Beam\171305 BC CALC® 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Tuesday, July 22, 2008 15:33 Build 91 File Name: 08011 Effmann - Richard Berg.BCC Job Name: Effmann Description: FB05 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: BO LL 3489 Ibs DL 5075 Ibs Total Horizontal Product Length = 16-06-00 B1, 3-1/2" LL 3863 Ibs DL 4053 Ibs Live Dead Snow Wind Roof Live Load Summary Load Tvpe Ref. Start End % 100% 90% 115% 160% 125% Trib. Tag Descrl tion Unf. Lin. (plf) Left 00-00-00 11-00-00 383 631 n/a 1 w 2 w' Unf. Lin. (plf) Left 11-00-00 16-06-00 383 322 n/a n/a 3 P Conc. Pt. (Ibs) Left 07-06-00 07-06-00 1779 n/a 4 -P Conc. Pt. (Ibs) Left 03-06-00 03-06-00 -747 Load controls Summary Value % Allowable Duration Case span Location Pos. Moment 37980 ft-Ibs 65.4% 100% 1 1 -Internal End Shear 7318 Ibs 39.3% 100% 1 1 - Left Total Load Defl. L/362 (0.54") 66.3% 1 1 1 Live Load Defl. L/774 (0.252") 46.5% 1 Max Defl. 0.54" 54.0% 1 1 1 Span / Depth 13.9 n/a 0 % Allow % Allow Bearini, SU sorts Dlrrm. L x W Value rial BO Hanger Load n/a 8563 Ibs Unspecified n/a Hanger B1 Post 3-1/2" x 3-1/2" 7916 Ibs 76.0% 86.2% Douglas Fir cautions Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria, Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Outpul here based on building code -accepted design properties +,and analysis method's installation of BDISE engineered wood products roust be in accordance with current Installation Guide and applicable building codes To obtain Installation Guide or ask questions, please call (888)234-0056 before installation, BC CALC ;), BC FRAMERS , AJS'" AILLJOISPI , BC RIM BCARDrm, BCI i , BOISE GLUL,AM'"I SIMPLE FRAMING SYSTEMO , VERSA -LAME, VERSA -RIM PLUSS, VERSA -RIM®, VERSA -STRAND , VERSA -STUD® are trademarks of Boise Wood Products, L,L.C. Page 1 of 1 14 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.corn BY: DATE: PROJECT: SHEET: St? 7MF t.t' 15-?SF (,sF-o + (7.,?Sr (9 F r) t AC. rV i p5r .3, r) r-, tl,)L = Lto Fl5r(ZF� f -6 o(, '0 t L f- 1 TZ 07 DF a JOB NO.: C4011 SIP rMF WAQ- C6) 7-00f IT L tV I'L 8 35OLZ,5 o [ST F �l r7 -) + (�KF&F—�) + I�PSF((rT) + tj q jq?5F(0,s-FT) -t 0 p5F (O.SF7) WSF (I FT) 5-0 3 �-65 ?Lr 801'° Single 5-1/4" x 14" VERSA -LAM® 2.0 3100 DF Floor BeamT1306 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Tuesday, July 22, 2008 15:43 Build 91' File Name: 08011 Effmann - Richard Berg.BCC Job Name: Effmann Description: FB06 V�(e Address: 2282 Seaview Drive Specifier. City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostr6m Engineering, PLLC Code reports: ESR-1040 Misc: � _.._. .......... :. ._.a_m ... .... ....... ... irl B1, 5-112" BO DL 2331 Ibs DL 2176 Ibs RLL 1582 Ibs RLL 1477 Ibs Total Horizontal Product Length = 11-06-00 Live Dead Snow Wind Roof Live Load Summary Trib. Tag Description Load Tvpe Ref. Start End 100% 90% 115%_6°! 125% w Unf. Lin. (pif) Left 00-00-00 11-06-00 373 266 n/a Load Controls Summary Value % Allowable Duration Case S nan Location Pos. Moment 10140 ft-Ibs 18.6% 125% 5 1 -Internal End Shear 2865 Ibs 16.4% 125% 5 1 - Left Total Load Defl. L/1422 (0.094") 16.9% 5 1 Live Load Defl. L/3516 (0.038") 10.2% 5 1 Max Defl. 0.094" 9.4% 5 1 Span / Depth 9.5 n/a 0 1 % Allow % Allow Bearing Supports Dim. IL x W) Vtue Su Dart Member Material BO Hanger Load n/a 3653 Ibs Unspecified n/a Hanger B1 Post 5-1/2" x 5-1/4" 3913 Ibs 15.9% 18.1% Douglas Fir Cautions Column at Bearing B1 analyzed for bearing only, column analysis has not been performed Notes Design meets Code minimum (L/240) Total load deflection criteria, Design meets Code minimum (L/360) Live load deflection criteria,. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Cornpleteness and accuracy of input must. be verified by anyone who would rely on output as evidence of suitability for particular application, Output here based do building code -accepted design properties and analysis methods Installation of BOISE engineered wood products must be in accordance with currant installation Guide and applicable building codes To obtain Insvtallation Guide or ask questions, please call (888)234-0056 before installation. BC CALC^, BC FRAMER@ , AJS' ALLJOISTO , BC RIM BlOARDIm, B Itk1, BOIS'E GLULAM�,1SIMPLE FRAMING SYSTEM@ , VERSA-LAMO, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA-STRANDO, VERSA -STUD@ are trademarks of Boise Wood Products, L,L.C, Page 1 of 1 SQL Single 5-1/4" x 14" VERSA -LAM® 2.0 3100 DF Floor BeamT1307 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Wednesday, July 23, 2008 10:05 Build 91 File Name: 08011 Effmann - Richard Berg.BCC v 11 Job Name: Effmann Description: FB07 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Company: Brostr6m. Engineering, PLLC Code reports: ESR-1040 Misc: Total Horizontal Product Lenqth = 15-00-00 Load Summary Live Dead Snow Wind Roof Live Load Type Ref. Start End 100% 90% 115% 160% 125% Trib. ;ag Wescrlption Unf, Lin, plf) ( Left 05-00-00 15-00-00 20 210 95 n/a 2 w' Unf, Lin. (plf) Left 00-00-00 05-00-00 20 24 19 n/a 3 R Conc. Pt. (Ibs) Left 15-00-00 15-00-00 2755 2503 n/a 6 E Conc. Pt. (Ibs) Left 08-06-00 08-06-00 8350 n/a 7 -E Conc. Pt. (Ibs) Left 12-06-00 12-06-00 -8350 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 26622 ft-Ibs 38.2% 160% 10 1 -Internal End Shear 3652 Ibs 16.3% 160% 10 1 - Left Total Load Defl, L/549 (0.318") 43.7% 10 l Live Load Defl. L/725 (0.241 ") 49.6% 10 1 Max Defl. 0.318" 31.8% 10 1 Span / Depth 12.5 n/a 0 1 Allow % Allow Su000rts Dim. IL x W) Value Sunnort Member Material) _Bearing BO Wall/Plate 3-1/2" x 5-1/4" 3771 Ibs 32.8% 27.4% Douglas Fir B1 Post 3-1/2" x 3-1/2" 7632 Ibs 73.3% 83.1% Douglas Fir Cautions Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suilabitity for particular application. Output here based on building code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions„ please call (888)234-0056 before installation. BC CALC@, BC FRAMER@ , AJSTM, ALLJOIST@ , BC RIM BOARD TM. BCIO , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUSO , VERSA -RIM@, VERSA -STRAND@, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Single 5-1/4" x 14" VERSA -LAM® 2.0 3100 DF Floor Beam1F1307 BC CALC® 9.5 Design Report - US 1 span I No cantilevers 10112 slope Wednesday, July 23, 2008 10:11 Build 91 File Name: 08011 Effmann - Richard Berg.BCC nz Job Name: Effmann Description: FB07 Address: 2282 Seaview Drive Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostr6m, P.E. Customer: Company: Brostr6m Engineering, PLLC Code reports: ESR-1040 Misc: BO, 3-1/2" LL 148 Ibs DL 915 Ibs RLL 385 Ibs 15,00..(ya Total Horizontal Product Length = 15-00-00 B1, 5-1/2" LL 152 Ibs DL 4343 Ibs RLL 3163 Ibs WL 2323 Ibs Load Summary Live Dead Snow Wind Roof Live Tag Descri tion Load T e Ref. Start End 100% 90% 115% 160% 1250% Trib. 1 w Unf. Lin. (plf) Left 05-00-00 15-00-00 20 210 95 n/a 2 w' Unf. Lin. (plf) Left 00-00-00 05-00-00 20 24 19 n/a 3 R Conc. Pt. (Ibs) Left 15-00-00 15-00-00 2755 2503 n/a 6 E Conc. Pt. (Ibs) Left 12-06-00 12-06-00 8350 n/a 7 -E Conc. Pt. (Ibs) Left 08-06-00 08-06-00 -8350 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 7454 ft-Ibs 13.7% 125% 55 1 - Internal Neg. Moment -14331 ft-Ibs 20.6% 160% 7 1 - Internal End Shear -4165 Ibs 18.6% 160% 10 1 - Right Uplift 1409 Ibs n/a 7 1 - Left Total Load Defl, L/1540 (0.112") 15.6% 4 1 Live Load Defl. L/4470 (0.039") 8.1 % 4 1 Total Neg. Defl. -0.128" 25.6% 7 1 Max Defl. 0.112" 11.2% 4 1 Span / Depth 12.3 n/a 0 1 % Allow % Allow Bearing Supports Dim. (L x W) Value Sunnort Member Material BO Wall/Plate 3-1/2" x 5-1/4" 1448 Ibs 12.6% 10.5% Douglas Fir B1 Post 5-1/2" x 3-1/2" 9982 Ibs 61.0% 69.1% Douglas Fir Cautions Uplift of 1409 Ibs found at span 1 - Left. Member is not fully supported at post B1. A connector is required at this bearing. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed, Notes Design meets Cade minimum (L/240) Total load deflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Disclosure Completeness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Outpul here based on buMinq code -accepted design properties and analysis methods. Installation of BOISE engineered wood products must be in accordance with current Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMER®, AJSTM, ALLJOIST®, BC RIM BOARDTM, BCI® , BOISE GLULAMT^" SIMPLE FRAMING SYSTEMS, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yalloo.com BY; IA3 DATE: 2z.. og PROJECT: EFrMfiAlA SHEET: V, ! PROJECT ADDRESS: SUBJECT: I+r-AvCZ5 Oil = 4 I ( Per" OLI- = 16q } (-f ?Lx Lf i E �LrLr-E _ 4 907L-65 - 3 2 - t-?,S 7 t �5 ftD,3 'g.- 1' v F. 7- JOB NO.: 090 11 D t 03 a, C L't L i t O'GT)t 3.5` 1 t.L{JG 4�L ba K `,A�@ "`y + }/`1 2.c9 3f oo fF Elrostrom Engineering, PLLC Title: .lob # 922 1/2 Washington Street #6 Dsgnr: Date: 11:07AM, 23 JUL 08 Port Townsend, WA 98368 Description V 30 Description Ver 5 8 i;,), 15-Jun-2007 CALC IEngirwor'vvj Software HDR2 Scope :. Timber Beam & Joist 08011 effmann - richard Nage 1 allo B NFPA 5000 n bles are user defined Timber Member Informa'ti0 ,ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 . Base aw D+0.75(L+Lr+E) D+0.75(L+Lr-E) 0.6D+E 0.6D-E Timber Section rsaLam3 5x9 25 VersaLam3 5x9 25 VersaLam3 5x9 25 VersaLam3 ,5x9,25 Beam Width in3.500 3.500 3.500 3.500 Beam Depth in 9.250 9.250 9.250 9.250 Le: Unbraced Length f1 5.00 5.00 5.00 5.00 Timber Grade Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, '+ Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Fb - Basic Allow psis 3,100.0 3,100.0 3,100.0 3,100,0 Fv - Basic Allow psi 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.600 1.600 1.600 1,600 Member Type c Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No Center Spa n Data Span ft� 5.00 5.00 5.00 5.00 Dead Load #/ft 663.00 663.00 398.00 398.00 Live Load #/ft 480.00 480.00 Point #1 DL $bs 492.00 492.00 296.00 296.00 LL Ibs 3,606.00 -3,527.00 4,167.00 -4,167.00 @ X ft 3.500 3.500 3.500 3.500 Results Ratio 0.4935 01660 0.3878 0.2964 Mmax @ Center in-k 8T64 19,90 68.77 0.00 @ X = ft' 3.50 1.70 3.50 5.00 fb : Actual psi 1,755.9 398.7 1,377.9 0.0 Fb : Allowable psi 4,818„9 4,818.9 4,818.9 4,818.9 Bending OK Bending OK Bending OK Bending OK fv : Actual psi, 225.1 75.7 176.8 135.1 Fv : Allowable psi l 456.0 456.0 456.0 456.0 Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio 1,80510 � ___..._.._w. 80 1,083,80 ._..._._. 1,083.803.80 Ibs 2,281.80 0 1,25 0.10 1 250.10 Ibs 4,086,90 1,947.00 2,333.90 -166.30 Ibs 2,001.90 2,001.90 1,202.20 1,202.20 Ibs 3,724.20 -1,268,90 2,916.90 -2,916.90 Ibs 5,726„10 733.00 4,119„10 -1,714.70 R@tio OK Deflection OK Deflection OK Deflection in 0.024 -0.024 -0,014 -0.014 2,500.1 2,500.1 4,163.2 4,163.2 in -0.043 0.013 -0.033 0.033 1,4057 4,510.0 1,842.2 1,842.2 in -0,067 -0.012 -0.047 0.018 ft 2.620 2.080 2.680 2.900 900.4 5,052.5 1,279.5 3,265.5 Brostr6m Engineering, PLLC Title : Job # 922 1/2 Washington Street #6 Dsgnr: Date: 11:07AM, 23 JUL 08 Port Townsend, WA 98368 Description Scope:. __. i�i��1�u_faC i, Spr KVu OGOCr QI Ver 5.8,0, ic100113,2007 ENEf3CALC, rnj, Description HDR3 Timber Beam & Joist Page 1 08011 effmann - richard'degq erw CalcWaBions Tiber Mem _ / � � 03 NFPA 5000. Base allowables are userdefine ' ber Information ode Ref 1ss7/2oo1 NDs 2000/2003 IBC, 20� ed D+0.75(L+Lr+E) D+0.75(L+Lr-E) 0.6D+E 0.6D-E Timber Section Ors'aLarr') 154.25 VersaLam3 5x9 25 Versalam3.5x9.25 VersaLam3.5x9.25 Beam Width in 3.500 3,500 3,500 3.500 Beam Depth in 9.250 9.250 9.250 9.250 Le: Unbraced Length ft, 8.00 8.00 8.00 8.00 Timber Grade Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Fb - Basic Allow psi{ 3,100.0 3,100.0 3,100.0 3,100.0 Fv - Basic Allow psi 285.0 285.0 285.0 285.0 Elastic Modulus ksi 2,000.0 2,000.0 2,000.0 2,000.0 Load Duration Factor 1.600 1.600 1.600 1.600 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No .......... ......,.e.. _. Center Span Data Span ft 8.00 8.00 Dead Load #Pit 663.00 663.00 Live Load Wrt'i 480.00 480.00 Point #1 DL Ibs: 492,00 492.00 LL lbs 3,606.00 -3,527.00 @ X ft 6.000 6.000 Results Mmax @ Center @X= fb : Actual Fb : Allowable fv : Actual Fv : Allowable Reactions @ Left End DL LL Max. DL+LL @ Right End DL LL Max. DL+LL Deflections Center DL Defl L/Defl Ratio Center LL Defl L/Defl Ratio Center Total Defl Location L/Defl Ratio Ratio = 0.7021 V"WMafiFMMMWXUWMM in-k 164.41 ft� 4,90 psil 3,294.1 psi k 4,692.1 Bending OK psi 313.6 psi 456.0 Shear OK 0.3259 76.33 3.33 1,529.3 4,692.1 Bending OK 136.0 456.0 Shear OK 8.00 398.00 296.00 4,167.00 6,000 0,4708 5,98 2,182.4 4,692.1 Bending OK 214.7 456.0 Shear OK , .&00 398.00 296,00 -4,167.00 6.000 0.3175 1.57 117.7 4,692.1 Bending OK 144.8 456.0 Shear OK Ibs 2,775.00 2,775.00 1,666,00 1,666.00 Ibs 2,821.50 1,038.25 1,041.75 -1,041.75 Ibs, 5,596.50 3,813.25 2,707.75 624.25 Ibsa 3,021,00 3,021.00 1,814.00 1,814,00 ptrs 4,624.50 725.25 125.25 3125.25 Ik)s 7,645.50 2,295.75 939 25 4,939,25 __..,m,,., 1.311.25 ._ ..... Ratio OK Deflection OK Deflection OK Deflection R in -0.146 -0.146 -0.088 0.088 658.1 658.1 1,096.1 1,096.1 in -0.196 0.011 -0.116 0.116 490.8 8,780.0 825.8 825.8 in -0.341 -0.146 -0.203 0.033 4,160 3,744 4.288 5.344 f 281.3 659.5 472.6 2,949,8 13 P rostronu Engineering, P"LLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com �. w m .. _��. a BY: M DATE: D _.m�3, °.g...�,_. PROJECT: 9F M AA)A) SHEET: ._ v� .. PROJECT ADDRESS: SUBJECT: 5'0aq R_ VEs( i '7 k Too' c ® Z)Fw.t r ," 7 Fa W � _ ?S r L F7) l Z: ► S f- (C) JOB NO.: 09011 Rafters 1 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 @ 24" o/c TJ-aearn@ 6 30 Serial Number: User:2 71712008 9:43:13 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 1 Engine Version: 6.3014 CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 5P12 Roof SlopeS112 L"�.l All dimensions are horizontal. 14' 6 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member, Primary Load Group - Roof (psf): 19.0 Live at 125 % duration, 17.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 1 Vertical ledger on frame wall 3.50" Hanger 276 / 267 / 0 / 543 2 Vertical ledger on frame wall 3.50" Hanger 276 / 267 / 0 / 543 -User specified custom detail for support: 1, 2. Detail Other Custom Detail Custom Accessory Custom Detail Custom Accessory Maximum Design Control Result Location Shear (Ibs) 521 -456 2531 Passed (18%) Rt. end Span 1 under Roof loading Vertical Reaction (Ibs) 521 521 521 Passed (100%) Bearing 2 under Roof loading Moment (Ft-Lbs) 1812 1812 3316 Passed (55%) MID Span 1 under Roof loading Live Load DefN (in) 0.132 0,754 Passed (L/999+) MID Span 1 under Roof loading Total Load Deft (in) 0.260 1,005 Passed (1-1095) MID Span 1 under Roof loading V33 -Deflection Criteria: STANDARD(LL:L/240,TL:L/180). -Allowable moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 11' 1111 olc unless rletatNed otherwise Proper attachment and positioning of lateral bracing is required to achieve member stability. -The allowable shear stress (Fv) has not been increased due to the potential of splits,checks and shakes. See NOS far applicability of increase. -Analysis based on vertical loads only and assumes structural supports as noted in the input, Axial loads are not considered in this analysis. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES; -.IMPORTANT! The analysis presented is output from software developed by rLevelDrLevel®warrants the sizing of its products by this software will be accomplished in accordance with !Leven product design criteria and code accepted design values, The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an il-evele Associate. Not all products are readily available Check with your supplier or iLevel l technical representative for product availability. -THIS ANALYSIS FOR iLevelS PRODUCTS ONLY! PRODUCTSUBSTITUTION VOIDS THIS ANALYSIS. Solid sawn lumber analysis is in accordance with 2001 NOS methodology. _Allowable Stress Design methodology was used for Building Code IBC analyzing the solid sawn lumber material listed above. -(Minimum cut length) = (Overall horizontal length) x 1.083 + 4 11/16" PROJECT INFORMATION: 08003 - Effmann 2282 Seaview Drive Port Townsend, WA 98368 OPERATOR INFORMATIOW- Mikael Brostr6m Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone : (360) 379-6402 Fax :(360)379-6402 mikaelbrostrom@yahoo.com Rafters 1 1/2" x 11 1/4" 1.6E Solid Sawn Douglas Fir #2 @ 24" o/c j 6 eamS 6 30 SenM Number Use" 2 7/712008 9:43:13 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN Page 2 EngiersOrr 6 30 14 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group° Primary :Load Group 1 13' 11.00" ' Max. Vertical Reaction Total (lbs) 543 543 Max. Vertical. Reaction Live (lbs) 276 276 Selected Bearing Length (in) 1.50(w) 1— 50 (W) Max. Unbraced Length (in) L4 �3 Loading on all spans, LDF ---- 0.90 , 1.. 0 Dead Shear at Support (lbs) 224 -224 Max Shear at Support (lbs) 256 251 Member. Reaction (lbs) 256 256 Support Reaction (Ibs) 267 267 Moment (Ft-Lbs) 892 T..,oading on all spans, LDF = I . 25 , 1.0 Dead F I , 0 Floor + 1.0 Roof Shear at Support (Ibs) 456 456 Max Shear at Support (-lbs) 521. 521 Member Reaction (lbs) 521 521. Support Reaction (lbs) 543 543 Moment (Ft-Lbs) 1.812 l,ive Deflection (in) 04132 Total Deflection (in) 0.260 PROJECT INFORMATION: 08003 - Effmann 2282 Seaview Drive Port Townsend, WA 98368 OPERATOR INFORMATIOW Mikael BrostrOm Brostr6rn Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone: (360) 379-6402 Fax :(360) 379-6402 mikaelbrostrom@yahoo.com v3q Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Wood Beam Design Description : HEADER IN STUDY w/ 2x4 WALL Material Properties -_, . -1 1-- -----...-.......__ --- Analysis ,. ..., Method: Allowable Stress Design Load Combination 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing 77777 Douglas Fir - Larch No.1 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.160, Lr = 0.1760 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY , Maximum Bending Stress Ratio = 0.405 1 Section used for this span 4x8 fb : Actual = 706.19psi FB : Allowable = 1,743,70psi Load Combination +D+Lr+H Location of maximum on span = 3.272ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Live Load Deflection = 0.040 in Max Upward Live Load Deflection = 0.000 in Live Load Deflection Ratio = 1941 Max Downward Total Deflection = 0.078 in Max Upward Total Deflection = 0.000 in Total Deflection Ratio = 1000 Maximum Forces & Stresses for Load Combinations W Title: Effmann Dsgnr: Mikael Brostrom, P.E. Project Desc.: Effmann's residence remodel Project Notes : Job # 08003 135 F^'r inttx1 21. P'<Ir`p.9 cW08003 EffmannlCalculaHens108003 effmann,ec6 ENERCALC, INC.1993.200B, Ver: 6.0.19, N:15032 C"- lc"L0" k)n.s per IBC 2006, t: 8 2007, 2005 Nt?S Fb - Compr 1350 psi E : Modulus of Elasticity Fb . Tension 1350 psi Ebend- xx 1600 ksi Fc . Prll 925 psi Eminbend - xx 580ksi Fc - Perp 625 psi Fv 170 psi Ft 675 psi Density 32.21 pcf Service loads entered Load Factors will be applied for calculations, Maximum Shear Stress Ratio = 0.319 : 1 Section used for this span 4x8 fv : Actual = 54.19 psi Fv : Allowable = 170.00 psi Load Combination +D+Lr+H Location of maximum on span = 5,933 ft Span # where maximum occurs = Span # 1 Load Combination Max Stress Ratios _ Surnmary of Moment Values . . Summary of Shear Values Segment Length Span # M V Mactual fb-design Fb-allow Vactual fv-design Fv-allow Overall IAAXlrllurn Envelope Length = 6,50 ft 1 0 405 0.319 1,80 706,19 1,743,70 0.92 54.19 170,00 +D Length - 6,50 ft 1 0„196 0.155 0,87 342A2 1,743.70 OA4 26,28 170,00 rD+L+H Length = 6,50 ft 1 0 196 0.155 0.87 34242 1,743,70 0.44 26,28 170,00 +D+L r+H Length = 650 ft 1 0.405 0,319 180 706,19 1,743,70 0.92 54,19 170.00 +D+0'150Lr+0 750L-,H Length = 6 50 ft 1 0.353 0 278 1.67 61525 1,743.70 0,80 47,21 17000 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span � Load ... �� f! d Combination Max. DeFl "+" Location in Span 0,+Ir+ L .1 010780... 3272 ....._. ....... �. n®. 0,0000 _.__ 0,000..... Brostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Description HEADER IN STUDY w/ 20 WALL Title: Effmann Job # 08003 Dsgnr: Mikael Brostr'eam, P.E. Project Desc : Effmann's res0ence remodel YYAP Project Notes : : 'rrbilt+tl .a^P SIA,?I;1M 2.41PrV. Nei`rr$xFr�'�nr�1�rN�k��'f&CNyrtiuwa nli�kallawflsOMelhm 06 ENERMC,INC- 1963,2008, wer 68 48, N-'15031 Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Span Max. Do and Defl Location n Span Max Upward Defl Location in Span r8 003� r„r7y, 00001) 0.000 Lr O 004 y 02 3 272 0,0000 0.000 Lr+L Only t 0,0402 3 212 0.0000 0,000 D + Lr + L 1' 0.0780 :? 2,;,2 0.0000 0.000 maximum Vertical Reactions - Unfactored Load Combination Support 1 Support 2 Overall MAX`imum ...._ .. mµ 1.110 _ e..a. 1.1'i0i D Only 0.538 0.538 Lr Only 0.572 0.572 Lr+L Only 0.572 0.572 D+Lr+L 1.110 1.110 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 9 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 e E-mail: i-nikaelbrosti-om@yahoo.com BY: DATE: 0'7 /2 i /00 PROJECT: A. PROJECT ADDRESS: SUBJECT: Vc'STISuLZ D66-0 L"D All, zfv�("44 + 0,6 ?s F e_jAA "W76 4(t C 40� 16,1MA (0 J'P K X, 41 Ins mm (,(,D - L PS F 10Trom c-f0-V'p V- I,,) -ps�r JOBNO.: Brostrom Engineering, PLLC Title : Job # 922 1/2 Washington Street #6 Dsgnr: Date: 3:54PM, 24 JUL 08 : 9 Port Townsend, WA 98368 Description Jb Scope: Gqv ^5kwala04 &lssr Kw-0606621, Ver 3Ii 0, 15-Jun-2007 lci1963-2007 ENE R ALC Enp revnwwi Software Description BOTTOM CHORD Multi -Span Timber Beam Page 1 081effmann - nchard pa�eig eCcw Calculations �01.. -� General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are user defined Douglas Fir - Larch, No.1 Fb : Basic Allow 1,000.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 180.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Membe r Information Description I Span tt Timber Section Beam Width in Beam Depth in End Fixity Le: Unbraced Length ft Member Type Loads_ ®- _..... _ __ .._ Live Load Used This Span ? Dead Load #/ft Live Load #/ft Results 10.00 2x4 1.500 3.500 Pin - Pin 10.00 Sawn 5.00 2x4 1.500 3.500 Pin - Pin 5.00 Sawn 4.50 20 1.500 3.500 Pin - Pin 4.50 Sawn a Yes Yes Yes 12.00 12.00 12.00 20.00 20.00 20.00 mmax @ Cntr in-k 3.2 u.0 a-'s @ X = ft 4.07 0.00 2.34 Max @ Left End in-k 0,0 -3.6 -0,2 Max @ Right End in-k -3.6 42 0.0 fb : Actual psi 1167.3 1,167.3 293.2 Fb : Allowable psi 1:537.5 1,672.5 1,680.0 Bending OK Bending OK Bending OK Shear @ Left k 0.13 0.14 0.07 Shear @ Right k 0.19 0.02 0.07 fv : Actual psi 51.2 36.7 18.9 Fv : Allowable psi 180.0 180.0 180.0 ! Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k LL @ Left k Total @ Left k DL @ Right k LL @ Right k Total @ Right k Max. Deflection in @ X = ..ft ............................... Query Values 0,05 0.12 0,04 0.08 0.20 0.06 0.13 0.33 0A0 0.12 0.04 003 0.20 0.06 0.04 0.33 0.10 0.07 -0.443 0.047 -0.029 4.53 1.77 2.28 cation t mm. 0.00 0,00 0.00 Moment in-k 0.0 -3.6 42 Shear k 0.1 0.1 0.1 Deflection in 0.0000 0.0000 0.0000 Brostrom Engineering, PLLC 922 1/2 Washington Street#6 Port Townsend, WA 98368 Job # Date: 3:51PM, 24 JUL 08/ aCe VJ! Software _- �r•�a:rc�r Multi-S an Timber Beam Page 1 i'�P ghl'2 N;Y7 ENEl'�CAL Er a 9 ncariai� 08011 effmann - nchard am p.�^ C' f�.ual�9Gtisi�u� IRA Description TOP CHORD NDS2000/2003 IBC2003 NFPA 5000Base allowables are user de General Inform --- fined Information Code Ref: 1997/2001 , , . Douglas Fir - Larch, No.1 Fb : Basic Allow 1,000.0 psi Elastic Modulus 1,700.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 180.0 psi Load Duration Factor 1.250 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4' wide Timber Member Information Title : Dsgnr: Description Scope :. Description LEFT RIGIi"A". Span fti 10.00 5.00 Timber Section 2-2x4 20 Beam Width in 3.000 1.500 Beam Depth in 3.500 3.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 10,00 5.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 2000.20.00 Live Load #/ft 38.00 38.00 Results mmax @ Cntr in-k @X= it Max @ Left End in-k Max @ Right End in -k' fb : Actual psi Fb : Allowable psi Shear @ Left k Shear @ Right k fv : Actual psi Fv : Allowable psi Reactions & Deflection 6,2 0. 4.20 4.07 0.0 -5.4 -5A 0.0 1011.2 1.775.5 2:121.9 2,0627 Bending OK Bending OK 0.24 0.24 0.34 0.05 45.1 62.9 225,0 225.0 Shear OK Shear OK DL 4 Left k 0,08 LL @,Left k 0.16 Total @ Left k i 0.24 DL @ Right k 0.20 LL @ Right k 0.37 Total @ Right k 0.57 Max. Deflection in -0.451 @ X = ft 4.60 Values 0.20 0.37 0.57 002 0.04 0.05 0.055 1.53 cation ft 0.00 0,00 Moment in-k 00 -5A Shear k 0.2 0.2 Deflection in 0,0000 0.0000 rostron Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrosh•om@yahoo.com m..e ,.n _ �/t l N71L. _..... SHEET BY: i'�b.. ..... DATE: 07 . Z �. �? S PROJECT: CN..�. .ro._��a.. �m..... __.� PROJECT ADDRESS: �.u. �.� ..... e _.....e.. JOB NO :.e SUBJECT: �j 0 S7- S t�3 Brostrom Engineering, PLLC 9221/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Description : P2 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.750 ft Wood Species Boise Cascade Wood Grade Versa Lam Column Fb - Compr 2,650.0 psi Fv 285.0 psi Fb - Tension 2,650.0 psi Ft 1,650.0 psi Fc - Prll 3,000.0 psi Density 34.150 pcf Fc - Perp 750,0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum Load Combination 2006 IBC & ASCE 7-05 Title: Effmann Dsgnr: Mikael Brostrom, P.E. Project Desc.: Effmann's residence remodel Project Notes : Job # 08003 Vol F ie t: ,ek:Orr zge ks�3P0931:rnanrtiwa�r lehG+nw1�4C rQi a c0 ENERGALC, NC 1983,2008, Ver. 6,0,19, N.15032 Code Ref : 2006 IBC, ANSI I AF&PA NDS-2005 Wood Section Name 3.5x7.25 Wood Grading/Manuf, Boise Cascade Wood Member Type Versa Lam Exact Width 3.50 in Allowable Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.0 Area 25.3750 in12 Cf or Cv for Compression 1.0 Ix 111.148 inA4 Cf or Cv for Tension 1.0 ly 25.9037 inA4 Cm: Wet Use Factor 1.0 Ct : Temperature Factor 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 -" 1,700.0 ksi Use Cr : Repetitive ? No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling Y-Y (depth) axis :10,75 fl, K = 1.0 Applied Loads Column self weiqht included : 64.6908 Ibs " Dead Load Factor AXIAL LOADS ... Axial Load at 10.750 ft, L = 8.40 k DESIGN SUMMARY Bending & Shear Check Results Service loads entered Load Factors will be applied for calculations. PASS Max. Axial+Bending Stress Ratio = 0.34004 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Formla Comp Only, fc/Fc' Top along X-X 0,0 k Bottom along X-X 0„0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 8.4647 k for load combination: nla Applied Mx 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Applied My Fc: Allowable 0.0 k-ft 981, 007 psi for load combination : nla Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendin CLgMl essgpl Tension Load Combination +D+0.750Lr+0.750L+H Cf or Cv : Size based factors 1,000 1.000 Location of max.above base 10.750 ft Applied Design Shear 0.0 psi Allowable Shear 285.0 psi Load Combination Results xgal al�o� um�te� rRaloq� Load Combination Stress Ratio Status cationStress Ratios Status" Location Location +p+L+H 0.34004 PAS`7 0.0 ft 0.0 PASS 10.750 ft +D+Lr+H 0025990 PASS 0.0 ft 0.0 PASS 10.750 ft +D+0,750Lr+0.750L+H 0.25568 PASS 0.0 ft 0.0 PASS 10.750 It Maximum Reactions - Unfactored NoteOnly non -zero reactions are listed _ �me� X-X Axis Reaction Y-Y Axis.Reaction Load Combination @ Base @ Top @ Base @ Top Lr+Lf Only D+Lr+L Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max Y-Y Deflection Distance Lr+Lf Only 0.0000 in 0.000 ft 0.000 in 0 000 It 0 +Lr+L 0.0000 in 0,000 ft 0,000 in 0,000 ft Brostrom Engineering, PLLC Title: Effmann Job # 08003 922112 Washington Street #6 Dsgnr: Mikael Brostrom, P.E. Port Townsend, WA 98368 Project Desc.: Effmann's residence remodel V , 14 h Phone & Fax: (360) 379-6402 Project Notes : Wood Column .,4ifie�r�lfaV'r0W0ENERGALCpINC. 1983-2008,Ver.60.19 NA5032 Description : P2 Sketches r i Ik-.m,l I it k I 1 � rq Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Description : P3 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 9.0 ft Us -eV for non .:,...';Ne c...tcu; f.ia Wood Species Douglas Fir - Larch Wood Grade Dense No.1 Fb - Compr 1,400.0 psi Fv 170.0 psi Fb - Tension 1,400.0 psi Ft 950.0 psi Fc - Prll 1,200.0 psi Density 32.210 pcf Fc - Perp 730.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum 620.0 620.0 Load Combination 2006 IBC & ASCE 7-05 Title : Effmann Dsgnr: Mikael Brostr6m, P.E. Project Desc.: Effmann's residence remodel Project Notes : Job # 08003 Vq3 ENE ALC,'INC 1963-2006,Ver.6.0,19, N15032 Code Ref : 2006 IlBC, ANSI / AF&PA NDS-2005 _..,..,u _ .. m ................_ Wood Section Name 4x8 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allowable Stress Modification Factors Exact Depth 7.250 in Cf or Cv for Bending 1.30 Area 25.3750 in^2 Cf or Cvfor Compression 1.10 Ix 111.148 in^4 Cf or Cv for Tension 1.30 ly 25.9037 in^4 Cm : Wet Use Factor 1.0 Ct : Temperature Factor 1 „0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 ' ' ` 1,700.0 ksi Use Cr: Repetitive ? No = " Brace condition for deflection (buckling) along columns X-X (width) axis : Unbraced Lengths for Y-Y Axis buckling Y-Y (depth) axis :10.75 ft, K = 1.0 Applied Loads Service loads entered Load Factors will be applied for calculations Column self weight included : 51.0831 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 9.0 ft, L = 10.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.82353 : 1 Load Combination +D+L+H Goveming NDS Formla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are ... Applied Axial 10.0511 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 480.983 psi Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : nla Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendel all re�Sffll Load Combination +D+0.750Lr+0,750L+H Cf or Cv : Size based factors 1.300 1.100 Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 17&0 psi Load Combination Results Tension MaximumA d I + Bendin a Stress Ratios, Maximum Shear Ratios Load Combination Stress Ratio Status Location_ Stress Ratio Status Location +D+L+H 0.82353 PASS 0,0 ft 0.0 PASS 9.0 ft +D+Lr+H 0041850 PASS 0,0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 0.61869 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions - Unfactored y listed, Note' Only non -zero reactions are X-X Axis Reaction Y-Y Axis Reaction Load Combination @ Base @ Top @ Base @ Top Lf Only D+Lr+L Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max Y Y Deflection Distance _ .. �r+L�On� �.._ e.0000 in 011 00 tlN ._ _. 0.000 In -� 0 .0 00 ft n 0. 000 in 0.000 ft 0.000 i„ 0.000 ft Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 Woody Column Md;= Description: P3 Sketches Title: Effmann Dsgnr: Mikael Brostr6m, P.E. Project Desc.: Effmann's residence remodel Project Notes ; an,:d: P:S J, l� 7.001,, try 43A �as4NbG�YMS ��uia��uiauiw:cw��iumu�s'�i�ditk� rtrzrcw�¢��a,�c ENERC,AL:C, INC. 19CA-M, Vu"r 6,0A9, W012 ZRI Job # 08003 V41 Brostro-m Engineering, PLLC 922 1/2 Washington Street #6 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 9 E-mail: mikaelbrosti-om@yahoo.com DATE: BY� 18 /OS PROJECT: pm�v ®r" FL 3,1 t ST q (?� ((p"V.C. 5?,4 Ns 10 '_0 '. 1. 7. PS F 33 FIF) = ( 62 ?r_r_ qO FS F --) SS. I P L F JOB NO.: Lu _T LE5 L S o fn 5 L_Z'S 0 ?5F (6V_7) I FIST F7) p E c cW -I, tj v 0-05 5 v p Paz:(- T) � rc-,)Fc-f- '�; I ?-.'P 6-'?, ....... ...... (3) Z), S?,+t,JS, ("'-0" &J 7 3YO ?L-r 'v 33F7 12?St`(S� 59LIZ, 33Fr �O?SF ( �F_7) 7 7 V.5- PLF L 0 Brostr6rn Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 RiLv 590004 Wer KW-06060,21.Ver500, s5-Jun-2007 (c) d W3,20W ENERCAW Engwovtmnq Software Description FLOOR JOISTS Job # Date: 9:03AM, 23 JUL 08 V q(0 Page I OB01 1 effmann - richard born erwCalculalions General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Douglas Fir - Larch, No.2 Fb: Basic Allow 900.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv: Basic Allow 180,0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information Description DA DA. D+Lr 0 +LT D+035( Span ft 5,00 5.00 5.00 5.00 5.00 5.00 Timber Section 2x8 2x8 2x8 2x8 2x8 2x8 Beam Width ini 1,500 1.500 1.500 1.500 1,500 1.500 Beam Depth in 7.250 7.250 7.250 7,250 7.250 7.250 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 5.00 5.00 5.00 500 5.00 5.00 Member Type Sawn Sawn Sawn Sawn Sawn Sawn Loads Live Load Used This, Span ? Yes Yes Yes Yes Yes Yes Dead Load #/ft 16.00 16.00 16.00 1600 16.00 16.00 Live Load #/ft 5320 53,20 39,90 39.90 Point #1 Dead Load lbs 45 95.00 428.00 495.00 428.00 495.00 428.00 Live Load lbs 40.00 742.00 66.00 25 742.00 229.50 556.50 @ X ft 5.000 4,000 5.000 4,000 5.000 4000 Results Mit'r r@ = Mmax @ Cntr m""ea�in-ftk ��O. 5 11,7 0.0 10.8 0.4 9,8 @ X = ca ft 1 t 1 07 4.00 0,00 4.00 1,03 4.00 Max @ Left End in-k 00 -6.0 0,0 -4.0 0.0 -4.9 Max @ Right End in-k' -6.0 0.0 -4,0 0.0 -4.9 0.0 fb : Actual psi 453.9 890.4 302.1 823.6 375.3 746,3 Fb: Allowable psi 1,145.8 1,145.8 1,145.8 1,145.8 1,145.8 1,145.8 YY Bending OK Sending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.07 0.51 0.03 0.34 0.06 0.42 Shear @ Right k 0.81 1.01 0.87 0.91 0.95 0.85 fv : Actual psi 31.5 133.2 13.2 124.1 25.7 111.7 Fv: Allowable psi 180.0 180.0 180,0 180.0 180.0 1800 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflection OL @ Left k 0,01 072 0.01 0.72 0.011 0.72 LL @ Left k 006 0.59 -0.04 0,49 0.05 0.64 Total @ Left k 0.07 1.31 -0.03 1.21 0.06 1.37 DIL @ Right k 0.72 035 0,72 0,35 0.72 0.35 LL @ Right k 0.59 0.66 0.49 0.56 0.64 0.49 Total @ Right k 1.31 1.01 1.21 0.91 1.37 0.85 Max. Deflection in 0.006 -0,036 0.009 -0.032 0,005 -0030 @ X = ft 3.57 3.00 3.03 3.00 3.53 3.00 Query alues �,.... ftl 0�010 0.00 0.00 0�00 0,00 000 Locatio Moment in-k 0.0 -6.0 0.0 -4.0 0.0 -4.9 Shear k� 0.1 0.5 -0.0 0.3 0.1 0A Deflection in 0.0000 0,0000 0.0000 0.0000 0.0000 0.0000 Brostrom Engineering, PLLC Title : Job # Dsgnr: Date: 4:04PM, 23 JUL 08 922 1/2 Washington Street#6 Description V �� Port Townsend, WA 98368 Scope: LUst?e W4'4"�•C1�aIR�r@�2�, Var' E 8 6 t �•,yunrt 3V.�7 (a:619,,93,2 2 ENERCALC EnVincerinq 'taaAwware Description FLOOR GIRDER Timber Beam & Joist Page 1 nRn1 t affmann - rlchard tmro ecw Oalcuulatucrns Timber Member Info rmatl ,ode Ref: 1997/2001 NDS 200 .. O On 0/2/2003 IBC, 2003 NFPA 5000. Base allowables are user defined FLOOR GIRDER Timber Section 3-2x8 Beam Width in 4.500 Beam Depth in 7.250 Le: Unbraced Length ft 5.50 Timber Grade Douglas Fir - Larch, No.2 Fb - Basic Allow psi 900.0 Fv - Basic Allow psi 180.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Sawn Repetitive Status Repetitive Center Span Dat a Span ft 550 Dead Load #lft 340.00 Live Load #fft 745.00 Results Ratio = 0.9326 Mmax @ Center in 49.23 @X= ft 2.75 lb : Actual psi 1,248.8 Fb : Allowable psi 1,339,0 Bending OK fv : Actual Psi 107.6 Fv : Allowable psi 180,0 Shear OK ons Reacti _ @ Left End DL Ibs 935.00 LL Ibs 2,048.75 Max. DL+LL Ibs 2,983.75 @ Right End DL Ibs 935.00 LL lbs 2,048.75 Max. DL+LL lbs 2,983.75 Deflections Ratio OK Center DL Defl in -0.031 L/Defl Ratio 2,155.8 Center LL Defl in ( 0.067 L/Defl Ratio V 983.9 Center Total Defl in -0.098 Location ft 2.750 L/Defl Ratio 675.5 Brostrom Engineering, :PL C 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY; ..DATE:. 0-1 �u�Q ._._.PROJECT: E F FY,4n1d _ _.._ . �_. SHEET: PROJECT ADDRESS: JOB NO.: D86.. At = 7®rf 1 Q ,� 1"Y�} L.' 0 r A, .. 37 Fi Ay = Ia2FT FT h g 5 Z F7_ Brostr6m Engineering, PLLC 922 1/2 Washington Street 46 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: i-nikaelbi-osti-oiii@yahoo.coi-n BY: /4B DATE: 0'7/0-7/08 ---PROJECT: PROJECT ADDRESS: A5 r-r t A Fr " A F7 2 AJAI A Fl- 'L A Fr F Z rr SHEET: JOB NO.:'; A a,4 = 153 T7'-, ' A,:s = 177 FT 7. Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 e Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: i-nikaeIbrosti-oi-n@yahoo.com BY: MZ DATE: 0 -7 �o PROJECT: r- -A) IJ SHEET: PROJECT ADDRESS: JOB NO.: 0961/ SUBJECT: W Cnt I —lp— ? 5 F C S-� F--, L&f (Of, r- x q /196 CZ5 io?SF r7 jr7 '37o Lz S tu P' 5F F T 6 r, f "T 0 F7 F T" 13f 0 L-3S 7-1-) OSI Q�S 3 3 F5 r C 7o 7- I S 7 F(-&V3-, �q.3?SF (Z6F7?-) + t 11 2 1 3F-1 57 5Y Las 411OL15 3 ?5 F 2 7 FT t 6 0 + i-os zl 35-2 I-U + to �5r f-7-,) (38oLz,5 0 1.35 I drgq Q�5 10 91 LAS �4,3?5�(37FT-) ?; 20,0�41�$ =' 6, Orr Z9,5 ?SF(j6-7 F7 ) LZ + 0.�-1 5 ( Brostrijut Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: iiiikaelbrosti-om@yahoo.com BY: DATE: DV07/09 PROJECT: F 7 144A IVN SHEET:, -.1--l. Ll PROJECT ADDRESS; JOB NO.: Df011 ti T) 4 6 F") t 0 F \lK/ 5 T7 ,13 ?5 FR\ 2 PS F F T) 2 4y T twl� Q, T, F 3 t F-7-) 6- rr) z dD rL Mir Iz ? 5 F ( 4 F T) (T) (5-0, 5- F r 157 FL- GXT- UJACL L5f(5- wT Wj�LL 4LT- _L3 Fr) IL Lj 2 7 Lz 0, 5-q 0 LZ S ; rostr6m engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com Q'o-D L-F>s ?D = 0100 L7S5 l �S �3 = R �aS i F T-) .r 9 aO L, t `�D'D L35 �� - 8 3s $F� �3145F?"� 4 �s 4(� Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 e Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 * E-mail: i-nikaelbi-osti-oi-n@yahoo.com BY': DATE: 03/ 15-IDS' PROJECT: 6FFmAwd SHEET: L . .. . ..... . .... .. ....... .... - SUBJECT: 7 21 FIR 0 2fli) Ft-o0- zn'm v'ID L'tar-S 23-1 T- 0, 67 F Tj �,3 LZS _I Lf d 4 ( 79 FT) F7TION rKD L(A2S JOBNO.: &9cD(( U56 S(MPSMA) CS2Z W z 19, 5PSF C3 c)( , Fi 1) + 2 9, 3r5 F (19,1 rT- /57- r 7- 1 � 6, 3 F 16('0 tZ5 71 2- 7- T - IM r/A p I 'FPcK I-F-Fr ck - 2 3' 8 6, -1 ��Z' q 0 Q5 X = 7� ' �OIA ?k('1f-( 0 T(Y= 14 FIRM RVY7) tit? LL5 s(MT:1sw C S 19 Brostr6m Engineering, PLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 9 E-mail: iiiikaeibi-osti-om@yahoo.com BY: /q3 DAM 0'VIS-/oO PROJECT: 6FF_MA--AJA) SHEET:,-.",". ( . — PROJECT ADDRESS: JOB NO.: 08 c I I SUBJECT- SH EA19, IAIALL5,S_ ------ � .1. z I V T —, V = 9� 9 0 LISS/I I Fr 8 . ?kr" rlS TSF ( H Fr) + IZ FSF(S- FT_)j L( F 7.4ow F7J IS — 0_3 ( 49 0 Css) 105 F7- 118 G 06.5 //Ic R -I-, F -I = -3 1 ?& F fy,ll 144 L_s S F7_ —1 Lr 140 2kj,o ?Lv (FFT) l 20I-6S r L7 4 0 PLF F7_) (7 5� -7 4 b L7>5 LB S A0, Brostrom engineering, 'LLC 922 1 /2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com e. BY: %zi �o PROJECT: _ Fmk nln�... . �. _..SHEET: L /�J DATE: D JOBNO.: 090/1 SUBJECT: S 4 EA-R- ...� -...e D?- �) j .._._..,� ®� ..... ._ _ _.... �....�� s(.) F i = L(9(t L-S/ t, F; - Say ��_ 35F-i C) 0� ll� Per -3` p, 35a�LF(_1;15r;) = �313 L-ZS 2 13`_�u SI SWL;sI[-03 lrR Z 5 �L cN' Zhu p v� I�'�8rr�r85(aF��*1�dalaJP.'}sj� 5 q oaf LBS T= trl -0,3-D' N-0 F?-OM AB✓ a = 2K30 Li3S * 1 1zD C65 rj 4} L r i V-� LSo?Li= CqFT�978 L 2282 Seaview Drive Port Townsend, Wa. 98368 July 11, 2008 Mr. Leonard Yarberry Development Services Director City of Port Townsend Dear Mr. Yarberry, We have been working with architect Richard Berg and general contractor Craig Johnson on an addition and remodel of our home. The project was permitted (BLD08-127 issued 6/25/2008) but a planned sunroom addition to the south side would have exceeded the maximum allowable footprint size for our lot. We then began planning a small second floor addition to the northwest corner, similar in size to one our next door neighbors, Brad West and Carla Main, did about three years ago at 2260 Seaview Drive. The original covenances for Seaview Estates stipulated one floor dwellings on the bluff Side. However of the eleven homes from 2210 to 2426 Seaview nine have second floors or second floor additions. I have learned from long term resident neighbor- Philip Rich at 2300 Seaview and Jack Kruse at 2261 Seaview that there has not been a functioning homeowners association for at least ten years and that they both resigned from the committee that reviewed architectural plans when other residents ignored their judgments. As there is ample precedent for our request we seek your approval to proceed modifying our permitted plans to include this second floor addition. Sincerely, rrnkA HI UUK, Eric and. B6 a Effmann J U L 10 2008 CITY OF f' T Tt f FACT CSC 2282 Seaview Drive Port Townsend, Wa. 98368 July 11, 2008 Mr. Leonard Yarberry Development Services Director City of Port Townsend Dear Mr. Yarberry, We have been working with architect Richard Berg and general contractor Craig Johnson on an addition and remodel of our home. The project was permitted (BLD08-127 issued 6/25/2008) but a planned sunroom addition to the south side would have exceeded the maximum allowable footprint size for our lot. We then began planning a small second floor addition to the northwest corner, similar in size to one our next door neighbors, Brad West and Carla Main, did about three years ago at 2260 Seaview Drive. The original covenances for Seaview Estates stipulated one floor dwellings on the bluff Side. However of the eleven homes from 2210 to 2426 Seaview nine have second floors or second floor additions. I have learned from long term resident neighbor- Philip Rich at 2300 Seaview and Jack Kruse at 2261 Seaview that there has not been a functioning homeowners association for at least ten years and that they both resigned from the committee that reviewed architectural plans when other residents ignored their judgments. As there is ample precedent for our request we seek your approval to proceed modifying our permitted plans to include this second floor addition. Sincerely, Eric and B t'-a Effmann pidAllCaii OF PROTECTIVE caVE►aa" F119 N00 XWOW ALL W BY THESE i'&a SEUTSw $*&views Estates lwwow owners of all lots within the plat of' Seaviewr . I Estates as recorded in Volume V 1" plate page k rpoorda or Jefferson Countyrw do hereby declare the following Proteotivo iiowrenante„'restriotiowse„ conditions and reservations as established pertaining to all of the"pr'operty herein -before desoribedrR t „ 1, All lots described herein shall be known and described as residential lota„ exoept lots 1, 2# �r 42 & 43, 2*1 'pc strwotwrre shall be erected„ altered, placed, or'peraaitted to real in N on any residential lot other than one detached a*l'e rawly dwelling " not to exoeed one story in height and one private ° �w , ;arage for net more than twwo cars in architecture bamowaiorus ,wrlth " iiiz an lots �G" ► Axtaw . 39,40 or a detached single family dwrelling, not to exoeed� twwo stories In height end one private garage for not more 'than two care in architecture harmonious with dwwolling an lets 40-42 .^ ii°o trailer„ basement, tentw ,ebacks garage, barz'or,other o t'I Alding w on a residential lot shall at mW time be waaed`awe a porarily► or permanently, not aMhall any structure of, a teaaaperaary obata'oter" be used as a r'esidenoeww razor. shall any trailers tout# aback# burns or' other outbuilding be inept or maintained on any of the lots,, whether used as a residence or not* kso 'There shall be to �resldeztial; 'structure pormitted%t t will have a ground floor area of lose thaaa One Thou'sand Square Foot' (10p'sq. ft.) An '.dwwelling or structure erected or placed on any,residentiaal lot aharll ^ be ooaarpletod as to external appearawwce# Including finished paintings t within ulna months from the ,late of ooamawriur cant or �const;rruotion and shall be connected to ateptio tanks or public sew or.4 Until public sewers are availables all sevago disposal shall be by means of septic I. -arks and the diaposal fields in accordance with tho regulatiorin cX th() State of Waavaington, Departmant of Public Health, and local rovetal authorities-. No residential structure shall be ereated or placed on any si,to which has an area of lose then-2600 square feet, or lefss than t— arou required for use dietrist in Yhich located, whichever are le; 'A - larger, or a vridth less then 70 feet at the front building set back 11no. 7. No building shall be located on any residential lot nearer than 20 feet to tho front lot line or nearer. than 20-feet to any side stroot lin". flo building or trees not to exceed height of building, shall be noftror than 11 r- foet to an interior lot Uneythia covenant shall include j-*2— eaves, open porches, and pation. i I No fonoo, hedge or ll. situated anywhere ctitl3ide the building', setl-'ack a roquirements on Iota 4-PO ahall be not hiL;her than 3 feet finished ground StCrfs.0110 No noxi or affendivt trade or mottrity shall be carried on ul. n any lot nor �Thr.Xll anrthlng be donee theron which may become or IW3 any annoyea Ck� or nuisance to tile neighl�� 9. Peoidential structures shall be used for residential purposes only. 10. ()wnears or occupants of residential lots shall hot allow the ar claTMIRt loll of rubbish or r Ca pon pon tbeir lots. No live poultry or animals shall 1,43 permitted on said proporty (1!,!-F ,JPI;, aong birds and not more than one dog and one cat as houso-hold potr all rzjjrtll bay tjul)j(.)ct to the approval of the corporation in writing. building; shall be erected, placed, or altered on, any lot lolt'i I construction plans and specifications aLnd a plan showin.- I Min of the struoture have been approved by the Architectural Control y=,nn to quil"I.Itk,p harmon dMA, Wiwi vtruoturoo. anaj ag -to looextio t Iq 71tion. 110 forloo or wft.11 and firij.131i grade Ole oructed. placed or aWrad an any to nearer to any streoithan� Knimiun building setback lima Inalsea sj*jlarly approved. '-Mir) titral Control izi componed of Ridhokrd M. K-rgazl, chairwax: twee jwity of the commit -to may- d6signate a ropresentetive to act V- Iij the' evont of death or reejgruatjoj, of tvly zouRmr of Uxi onivnItLe, to do'n I f" I I "'i, m,�,:Nvrs Mall hav(,.) `%al] uluL of the courd.tta, nor ita d"igmted repmNoxaAM) fwrttitlad to any compt3riatittion for servIcos j-0r1'0I*M6d Ieurauakut, to thin covenrt)Lrit. At any time, 'the nen rocord owners of' as. mnjuritY .f the Iota alvall havo t1jo power Uirojjp,-!n a duly recordr.:jd wrJ Lton to ojj,fangf,) tho twavilmrship of So coNg,a.,j.tto e or rv-,nton,r any or IN paver H ME dutlew AD owners, ha)I.vv and F)SMigros of Mtn an easeirent Car inUass and ag"so ink rearenthmal US0 ill with a'll otl-z��4:r -lot; ownol%o AT, and proj,,,one(l p'latil of SOON= 15taton Mvinion 3 Iota, in Um arou oeaisp-,na.ted au "COMM'Zli tY I axO to rkni with the I.and aj.I(I bo binding on the) icicv LivvhrMUNUP>- SO loltj.i - 1975, cat; Which Ljm<" ^cr,nid _24"�___6 '._ .— n"null ho nutomati,cully exter-ided for succefiGive poriods of' ten Years, unjoun by as vour or tho znaijority of 'Uhe thon owners of tho lntra ,rcnlrq; to cluxlq"o vald co"Iduants In wlhoIu or :qqYrcun)nh Hall be by proceedinga at Iav or in equity or plar.801.,uG violatia.,Tg Or &ttemptizig to violater ary oovonamL T;r, routn'-,kin violation or to recov)3r daynafres. n. . lhavas] 1(ia,,Jon of any (rMa of Umse oavallants by or r,r1w, I , " a., ,I Nk 11 Uhttjj 1.11 no vdse eLffoot any of tha other provigione %bich BlIall rommin in full force and effect* ATTEST-195, the urdersignedp otmorm in foe sirIP10 Of described tract of I=d, do here.by-deolare these Covenffints on t µ � t 6CLY of In nrl "JX I p jJ� L7 Ib I (a �n A"k4.w"ov 11 . . . .... .. Zp 1. r U -,z v 1A N A� v sk 0 XV Ln 4 :2 I bEzLl -_ 111h ""1 3 V c h Iv 'IV Uk' It �M 349. 4 a vo /00. 00 /OQ. DO i, , n� 11 ��' s^' �M'�W.�,,F�'�e`rf�%�✓i.�r��r �•�^�* "��+�•�^�fi'�x � ^,Y'�'M. af.'"'+'p�Pop'�Y�y" goy 5�� es- ow, the t1vrZs ,�.✓s". r " »fir m �i ✓" '"M'.',s'" tw..�,✓°""" '"r",r"'rr':7� ,',rt '"!' / ..r"".%.':.r�+;�ai''"t ;�% 17./" + ? / .' ' 74 �' r e �" �, ��""�"�,� �""� "r'"�., 1. r.r�,''a"�' � '�✓'` r r " ,+"' _ T Is lml ^�'�i,w,'}P'�r((��" "�. ,,.. �r �°✓f "'`k, i.,d'd�I i.,."`�ppyy�`i,,'L'%a��'.�"�J,'��,J�,N'dy�}"':^".�.�"+'�. ,a�ry }��,{'./"�J ��} w��/«/ �l.✓�Yp� �Fa. .i'�d "�Y ®"..a Jfi%"s'�P✓r�r"y..,yX��,`r'+'•. '4�/d� L.a`Y ! !'L/wy//' Cs�"„�^} r "x.,P` ti C � , , � a�.s''"% � �J 7�°'�"sd f i t'"..r"%+�+�✓� �G�?'��'�a'.a"".%% ."^°a+✓'J»�:7 /.,/a�"'y'�+'"+'�A+"/I !".��M'G'�Ja4..... „„ .°",w •,'"x��,.s ; �°� .� ova''..✓" .r:.1"'G' f".,..r'I� + (✓!Gs"i s'"t:.^' r''/i s"r'•,." r v�.�.'�f"n.> �':, A, ,7 ;-.,�,^ ,... „ {', I, !". �"Ihe "'cu, " ,• , r �„e""' ,:""' tl'""...t'?.°r" .,✓ ..�^"��^:'JA"�"( 'r �,;^r',°''eC` """+""*" p, f G' 7m1°"" `C D C'LARAl"l0t8 OF f'RiaUCTIVO COVENANTS PlXZ NCB* KNOW ALL M BY THESE ] tE 'ENTSr Seaviery Estates Inow owners of all lots within the plat of Seaview Estates se' r000rded in Volume of'plats plats gage records or Jefferson ountyl do hereby declare the following Protective Covenants,°restrictiawns, conditions and reservations me established pertaining to all of the°property hereinrbefors descriwbeda 1* All lots described herein shall be known and described as residential lots, except lams 1, pr 3, 42 & 43. E. No structure shall be erected, altered, placed, or'` peraaaitted to remain an any residential lot other than one detached single family duelling not to exceed one story In height and one private garage for not more than two oars in architecture harmonious with daaelliaag on lots 4-20, M- 39• in or a detached single family dwelling not to exceed two stories In height and one private ,garage for not more than two cars Inarohit"Wre harmonious with dwelling on lets Ua4l« No trailer, basomeet, tent, shack, garage," "darn "or other butbbildins on a residential lot shall at any time be used as a rssidencsr porarily or pe ntly, nor shall any structure of a temporary character be used as a residenoe# nor shall any trailer, tent,, shack# bamg or other outbuilding be kept or maintained on any of the lots, whether used as a residence or acts There shall, be no rsside tial, structure pormitted Ahat will have a round floor area of less than One Thousand dduare Feet (1000"eq*' ft«) 5« Any,drwelling or structure erectedor placed on any residential lot sh all be completed as to external appearanoe, Including finished painting, within nine months from the date of comsssaomnt of construction aa'ad shall be connected to septic tans or public newer, Until public 326718 ^.•ECLARA i IO OF PROTECTIVE COVE'..ANTS FOR SEA' IEw• STATFS Recorded February 9, 1962 in '+olume 9 of Y.iscellaneous Records`, pages_' 191 to 194, inclusive, under Auditor's File No. 171120, rec ros 'of i -{•; Jefferson -County, Washington. ;r !�NO'd ALL 'T'4 ThESE PR-h:;E_',TS: Under the authority granted in paragraph 12, subject Declaration, JACK H. KRUSE of 2261 $eaview Drive, Fort Townsend, «A., .iefferson County, is designated_, hairn:an of the Seaview Estates Inc., Architectural Control Committee_ � �r Committee Y.ember lt 4. J AH Committee Member STATE OF WASHINCTUN, } NOTARY PUBLIC CaTiFICATION SS. (P:DIVIDUAL ACKNOWLEDGMENT) County of e 'A 'e-ztr` Notary Public in and for the State of Washington resideing at 41, "('L'�r� � do hereby certify that, on this $,zv, day of personally appeared before me � .,� " ..ar,�.e� ,�.•-+ry .M• -�-- -• ' to me known to be the individual described inJ and who executed the foregoing instrument and acknowledged that signed and sealed the same as nd deed for the uses and purposes therein mentioned. L �E'5'ary uEft ND GIVEN UNDER KY HAND AND UFFICIAL SEAL thisA�,:ary PuS90 E Or W SN,iNGTONarr.+. Exp. Nw.13, nreQ day o f 19 . � ;rr Notary blic in and for he SMat of Washington residing atrz r in said County. S US-0800 9,/8L �a "• ' va 294 ,�,257 December 11. 1989 t� P VN E OF WASHINGTON. NOTARY PUBLIC CERTI' IOATION 0NDIVIDUAL, ACKNOWLEDGMENT) I. _..� VC wNobry p�wW n d Y oa..u.r y 4wPnr�d A.lon rrr .�.��.�.,...... �. .-..,.......�...,-....._, y of r woven r# i r ��rnt rrd —danowM�d rfuw � nM known ro b�"4orwdivduaj _ �.............. drwlrarl.ct .rl r✓aq rr■ ,. �n0 �_ ripW rp s.hd __,.... wrtowrrd ww'r Iv«e, "1'1 r.vewe'u- ....�.� ��.. Irypyy M.rYdr �por «. t?� ,w GIVEN I„pN YJ�'FI MY R�tlANO ,ryHtk�FIC1Al J �Y of A3.i^"" �.� r� ,,r. S'F A M4ntO-C - d th* trw of Wadrrngron mrdr.� _ ...w„�..„. n wd County i..�.orr. asawo wry 294 December 11, 19891'' i,lG r it ar(, Ct l ce3 Tj co ; 0,1�, eel —✓/(.� OIL/ -�Iaz P ��-d- Tk- .P' = ?? Water Waste Water Storm Water 1 inch equals 30 feet Assessor Detail Building #1 Page 1 of 1 Assessor Detail Building_#1 Parcel Number: 993800006 ...... ........... Building Number Year Built Year Remodeled 1 1976 1996 Building Exterior _ Building Area Building Interior Building Type: HOUSE 1st Floor Area: 2250 Int. Walls (Cabin): Building Style: 1 STY 2nd Floor Area: 0 Heat: FORCED AIR Foundation: CONCRETE PERIM. 3rd Floor Area: 0 SIN. 1 STY. Exterior: SIDING/STUCCO (LAP) Loft Area: 0 Floor Cover (1): CARPET Roof Cover:COMPOSITON Attic Area: 0 Floor Cover (2): FINISHED WOOD Total Area: 2250 Basement Area: 0 Buildinq Rooms Mobile Home Garage Bedrooms: 3 Make: Type: Attached Full Baths: 3 Model: Area: 460 Half Baths: 0 Length: Exterior: Siding/Stucco (Lap) Width: Roof: Compositon Year Built; Carport Square Footage: 0 Skirting: Area: 0 ............. 1st Addition 2nd Addition Type: Additions Type: Deck Area: 370 Area: 234 Year Built: 1996 Year Built: 0 Exterior: Siding/Stucco (Lap) Exterior: Roof: Wood Shake Roof: To view another building associated ............ with this parcel. Select building : 1 2 3 HOME I COUNTY INFO I DEPARTMENTS I SEARCH Best viewed with Microsoft Internet Explorer 6.0 or later 0" Windows - Mac 3Lolr S LR er/Y" K 490 0 #r:. t c c .. http://www.co.jefferson.wa.us/assessors/parcel/assessordetail.asp?Parcel NO=993800006 6/19/2008 Original Fee Amount Fa .. Fie rmit 0 Parcel 1=ee Description Amount Paid, BLD08-127 993800006 Plan Review Fee $751.50 $219.31 $0.00 BLD08-127 993800006 Technology Fee for Building Permit $23.12 $6.74 $0.00 BLD08-127 993800006 Building Permit Fee $1,156.15 $337.40 $0.00 Total: $563.45 0 1 0, At Receipt Receipt Wte Fee Description Amount Paid Permit #' 08-0604 06/25/2008 Building Permit Fee $818.75 BLD08-127 08-0604 06/25/2008 Energy Code Fee - Residential Remodel $50.00 BLD08-127 08-0604 06/25/2008 Mechanical Permit Fee per Dwelling Unit - 1 $150.00 BLD08-127 08-0535 06/0212008 Plan Review Fee $150.00 BLD08-127 08-0604 06/25/2008 Plan Review Fee $382.19 BLD08-127 08-0604 06/25/2008 Plumbing Permit Fee per Dwelling Unit - Ne $150.00 BLD08-127 08-0604 06/25/2008 Record Retention Fee for Building Permit $10.00 BLD08-127 08-0604 06/25/2008 State Building Code Council Fee $4.50 BLD08-127 08-0604 06/25/2008 Technology Fee for Building Permit $16.38 BLD08-127 'Payment Check Payment Method Number Amount CHECK 1223 $ 563.45 Total $563.45 genpmtrreceipts Page 1 of 1 'RecelptDate: 0612512008 Perm it # Parcel BLD08-127 993800006 BLDOB-127 993800006 BLD08-127 993800006 BLDOB-127 993800006 BLlDOB-127 993800006 BLD08-127 993800006 BI-008-127 993800006 BLDOB-127 993800006 lie ceipt# 08-0535 payment Mothod CHECK ME= Receipt Number: ()6-064, I I wow Fee Description $53219 $16.38 $0.00 Plan Review Fee Permit s16.38 $50-00$4.50 $0.00 $0.00 Technology Fee for Building $50.00 Energy Code Fee - ResidentialRem" $4.50 $150-00 $0.00 State Building Code council Fee$150-00 slung L $150.00 $().00 Plumb Plumbing Permit Fee Per [)t4 e Iling " $150-00 $Bia.75 $0.00 Mechanical Permit Fee per Ov s818.75 $woo $0.00 Building Permit Fee P s10.00 $11,581.82 Record Retention Fee for k3uilding Total: Previous PaYnlerlt 14"5tory Receipt Date Fee DescriPtl`o'" 06/02/2008 Plan Review Fee Check payrn *-- "'l' Number 4M O'k,"t 1180 $ 1,58j.82 Total $ 1,581-07- Amount paid PerMVt# $150-00 BLD08-127 Page i Of genpmtrreceipts Receipt Number: 0 % $0.00 Page 1 of 1 VORT CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT WA CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPE ION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION: PERMIT NUMBER:81-�, 0; -2— LE"i 4) -7, cr2— SITE ADDRESS: k CONTACT PERSON: TYPE OF INSPECTION: kk i L t AJ I 0 APPROVED 0 APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspector.. L, _. Date ..... . . ...... Acknowledgement Date PHONE: 0 NOT APPROVED Call for re -inspection before proceel ing. c ............ .... ........ Approved plans and permit card must be on -site and available at time of inspection. A re- inspection fee may be assessed i work is not ready for inspection. f yopy r CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT Rk INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want (hC inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: PERMIT NUMBER: _..� SITE ADDRESS: 7"rr , its t PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTION: r We � _. _...... .. .......... ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before chec ked at next inspection pr oc :d111 Inspector,,L11 b�lDate l "' " ? __. Approved plans and permit card must be on -site and available at time of nspectioit. A re -inspection fee may be assessed if'work is not ready for inspection. ,wr CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION > For inspections, call the Inspection Line at 360-35-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. ATE OF INSPECTION: PERMIT Nu iw SITE ADDRESS: ..l` . PROJECT A CONTRACTOR: CONTACT SON: PHONE: TYPE OF INSPECTION: f, ---------------- ................ ca,, 7 a ❑ APPROVED 4_1 APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Cwo w ec ioww lI be Call for re -inspection before tc dt�s��t iwaspectl�ww proceeding. Inspector.fl� �mti.Date ....! A.. ...... 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. VORTCITY OF PORT TOWNSEND r c�DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT M r For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: ' 2.1 I l H PIL1LfT NUMBER: SITE ADDRESS: . ":o�,....�...: PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: w IT" 12 ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will b w. Call for re -inspection before aIjecked at next inspection proceeding. Ins ector , ate ... 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. o P.O.BOX146* PORT "ADLOCK, WA. SOM 0- & a j"SULA oN INc. hwo by Cwtttia that the PVO 0*C W24 Insulatod to thi& spec"ta4gtoits t 1llCa ttOnS S asumm"tgod to amm, w excood Wlesihington SWO ! C w#A": r Dan Dank rt ( Date tsouw. CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT For inspections, call the Inspection Line at 360-385-2294 by 3:00 PM the day before you want the inspection. For Monday inspections, call by 3:00 PM Friday. DATE OF INSPECTION: ! , r'"�� ` PERMIT NUMBER: SITE ADDRESS: '2 PROJECT NAME: CONTRACTOR: CONTACT PERSON: �� - PHONE: TYPE OF INSPECTION: pV�q W omr v w° ,p �1 ..PP11,01 �a. Inspector ❑ NOT APPROVED ions will be Call for re -inspection before on proceeding. Date .�..... Approvedplans andpermit 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. August 13, 2008 Eric and Barbara Effman 2282 Seaview Drive Port Townsend, WA 98368-1011 Dear Mr. and Ms. Effman, This letter is to inform you that we have received a copy of the building plans concerning your Building permit BLD08-127 via a public records request to the City of Port Townsend. We object to the violation of the Seaview Estates covenants which prohibit building over one story on your property, lot 6. We wish to further inform you that we are seeking legal counsel on the enforcement of the neighborhood covenants. Your proposed plans would obstruct the view of lot 41 Seaview and cause a loss of property value. Sincerely, C,.1 2, Kenneth and Paulette Chisholm 6 Bent Lane Newark, Delaware 19711 ............. . ......... .............. RVy 1I'H: Inspection Report p roj eCt Q om ((") EE7 Permit Lb�g -