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HomeMy WebLinkAboutBLD08-070BUILDING, PERMIT City of Port Townsend Development Services Department A. 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-070 Permit Type Residential - Addition/Remodel Project Name Residential addi'Lion/remodel Site Address 1510 MONROE ST Parcel # 984601303 Project Description Addition and remodel to existing SFR Fee Information Project Details Dwellings - Remodel @ 20% Project Valuation $102,776.00 Dwellings — Type V Wood Frame Plan Review Fee 656.86 State Building Code Council Fee 4.50 Technology Fee for Building Permit 20.21 Building Permit Fee 1,010.55 Record Retention Fee for Building 10.00° min Permit 'v Mechanical Permit Fee per Dwelling 150.00 Unit - New Residential Plumbing Permit Fee per Dwelling 150.00; Unit -New Residential ,. Energy Code Fee - Residential 50.00 Remodel Total Fees $2,052.12 Conditions 10. Property corner survey pins must be located at time of f000ting inspection to verify setbacks. 1,900 SQFT 700 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. 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: 04/29/2008 Issued By: SWASSMER ITY OF PORT TOWNSEND PERMIT ACTIVITY LOG PERMIT it cif -07 0 DATE RECEIVED 4a� l 13 City of Port Townsend tln c° w]co gervl,ces Dep Townsend, VVr l� Mattlesort Street, 3, port t1 t1132`q-50tl" 4'- Lion ode] Residential - AdditionlRem ST 1510 MONROE ;ption :fated this Project Name Romijn Jacob H RomiJ" Jacob H Mcfadin & Davis wadin & D $239,660.44 Illation aluation 1,151.90 4.50 few F ee Council Court Yee 35.44 ilding Code Fee for Building Permit1 772.15 Logy 1().00 g -Pe F ee wilding i Retention Fee for B 15().()() permit # projectTA-4xvw „ Parcel # Phone # Contact Zeke Mcfadin Zeke Mcfad" project Details gesicAe , al Decks e � ood Frame Dwellings — °I; ran'ic private Gara°c anical Permit F ee Per Dwelling 150.00 clew Residential per Dwelling tbing Permtt F ee p 50.00 - New Residential idential ;rgy Code Fee - 50.00 nodel " ion (360) 3 (360-) 1 Heat Type: OTHER Units: 3 Construction Type: V - B BedroomOccupancy Type: R-3 Bathrooms' Z 1!;; LD08-070 1,%4 ew SFR 984601303 License Type License # Exp Date CITY 5241 12/31 /2008 STATE MCFADDI969P 07/01 /2010 640 SQFT 2,380 SQFT 288 SQFT -Rev ...... --- Re -view Fee ----- — $ 3131399 —= -Iota,Fees , 11"f'TAC 1",� next clay inspection -= P ;''"" "i f nt►t , otal lineriectt x ar 1I� .�o k is suspended for a period of 180 t, A %1V 1 a 'Valid d insI)ettioln. n " o�taitrrl " ,� Crcttr► f��ua �rt*I: 1x^u w. 80 (lays 'for' 1 ��e1r'n"Iite`�`'�I're � (1ay�. )ra;.7sristrI�^� cat° t1re 1'''1"tic ��re�l�ras lawsrrr �rrgaa�riIrear'rw 1r,tANr1 1 lal t� aerl�tet s 1 * "err�rstrtr�.tl Rrw we a0 w ae I� �� tr r.rc� �; ue1 r�c. c nr n-a'ate taro ttte: best of rra �,rr�row6eei,e I � �rlirz.r e e a 1 M1y aers�ta�t �'{ttell ,aertla� � 1a t5,��rtieara �cwr thi I yl ties 1 )art Of tl+e a 1' Me cT��r�r eoting ,eft , Dale Issued: 1 8/2.112008 11 ty��pa�%eci a 1""✓c"r� the rx tokl)o 1 rl e,rty o' 11�ssued nv S°�o'�asSIw�ER i tle� ��" �_ lwat l rare I�lre o Date 02/I76 C109 Date c;anature ____ 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 1510 MONROE ST Project Description NEW SFR Permit # Project Name Parcel # BLD08-070 New SFR 984601303 Conditions 10. Property corner survey pins must be located at time of footing inspection to verify setbacks.. 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 ft:: her certify that I am the owner of the property or authorized agent of the owner. Print Narne Signature _ Date Date Issued: 08/21/2008 Issued By: SWASSMER Date Expires: 02/17/2009 00 00 ON Lzw o v o ri yam°, O AO a> O � G N LL LL O ❑ ui W t: O O N ❑ w z= W z ❑ O aw LUm a� rn Q oa? w w CO a ~ Z W N �g Cy a LLI Ex W Q 0 J d IL z a LU v a o z Un D >: = Z ~a w a oM U W U LU O F � OOLL z O W W O a, a J Q a � z oZ ao _J O5 J m w w O U Z a a z� Z _ U0 O of x LL a Q U) aW z a ❑ 0:a a aM U U)a 2 a F- W � F 0 m 0) 0 0 N ti ❑ N Q O O J H z Q W a p U z O O m a 00 0 0 N a0 0 O O OD O 0 J m O z W IL M 0 0 cD 'co a) O z J W Q a W z O w Z Z O "' U z ❑ O J p a a U W ❑ U W z a U) Q 0 U) = o6 W in Z O O C QQ O LL Z O O F- N LLI z Q O OV N z Z W O 0 W a ❑ a z z z O v w a Z z W O 0 W a O IL Cl) z Z O U W IL CO Z Z' Z 0, IL of w Q O D a z z ❑ 06 Cl)z Z J z', O O z 0 Cl) c7 Q O z Z Q ❑ ❑ Q' m - J U H Z Z O m _ 2 Q ❑ m J a O O W U)z LU O O o w a ►Ji a c7 m v=i z LL Z O H w 0- U) z Q FX- cli Z N Le)o M LL o d t° o O J M ao U � z 02 V a W p aW z Z U aW ly W W m aU) LLI OF- w D w z O H U W a z " I q, rent Services WY' IlppMl(II, 250 Madison Street, Suite 3 ` Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 WA � I� www.cityofpt.us Residential Building Permit Application Project Address: (� Mor, roe Legal Descri tion (or Tax # Office Use Only AdditioTr n:�P rmit Zoning: P - Block: �� # Lp O — I Parcel # Lot(s): r � Associated Permits. q�i Po �303 ISM-� Project Description:oleo Sv4p, -6wr wJI:$2 ➢ 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. I Lender Information: Property Owner: Name: f o Address,,i City/St/Zip: 0 Phone: Email: Contact/Representative: Name: Address: City/St/Zip: Phone, Email: Contractor: o Same � Owner o Name: fl w� Address: x City/St/Zip: Phone:" Email; a MCJO i rl AANIt OWN State License #: I 96gM AExp: City Business License #: 68 S 9L �i I 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 st floor Garage: 2"d floor Deck(s): 3rd floor Porch(es): Basement: Is it finished? Yes No Carport: Other: Manufactured Home ❑ ADU ❑ New Addition ❑ Remodel/Repair ❑ Total Lot Coverage (Building Footprint):* Square feet: 2 � D % 06 Impervious Surface:* Square feet: *Total existing & proposed If an existing structure, what year was it built? Any known wetlands on the property? Y N Any steep slopes (>15%)? Y ev 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 aassociated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code. Print Name: 4 µ Signature: Date. EXHIBIT N 29'2+6'59" W 99.87 5.f u c u LOTS 5 & 6, BLK 13, PETTYGR❑VE — 1510 M❑NR❑E ST uJUN 2 5 20f,.i'I I„.w Yd) Scottie Foster From: Leonard Yarberry Sent: Thursday, May 29, 2008 12:07 PM To: Scottie Foster; Suzanne Wassmer; Rick Taylor Cc: Pat lolavera Subject: 1510 Monroe just approved plans for the foundation permit for BLD08-070. This effectively removes the Stop Work notice. Zeke will be bringing in the full revised plan set shortly, which will be reviewed for the new structure. Leonard PoRT BUILDING PET" City of Port Townsend mw Development Services Department 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # BLD08-070 Permit Type Residential - Addition/Remodel Project Name Residential addition/remodel Site Address 1510 MONROE ST Parcel # 984601303 Project Description Addition and remodel to existing SFR Names Associated with this Project License Type Name Contact Phone # Type License # Exp Date Applicant Romijn Jacob H Owner Romijn Jacob H Contractor Mcfadin & Davis Zeke Mcfadin (360) 381-5116 CITY 5241 12/31/2008 Contractor Mcfadin & Davis Zeke Mcfadin (360) 381-5116 STATE MCFADDI969P07/01/2008 * * * SEE ATTACHED CONDITIONS * * * 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 art c appiication for this permit is true and accurate to the best of my knowledge. I further certify that I am the owner of the It ' 113-11 10 a1 l riZC1d t gCut 0 1he owner„ Print Name Date Issued: 04/29/2008 Issued By: SWASSMER 965 LL LL 0 , p W w t z 'n O m0, N p w z = ar W z 00 aw J Q J_ Z a Oa w wm a r CO Z � W Z DgCy w LU a Ca CL Z a 7 0 U d o� z cn Ur = Z ra w a O � U W U � O r � 00 OO Z W W O �a. a J d a a N Z 0 z Q p J_ 07 J m cn w M m O r 7 p U Z as N r Z 0 F O L = LL r Q Q U) a w z Q p ma ao U CL m a 2 a r w r F O a m 00 0 O N O N v O w Q W 7 m 0 I- C? 00 0 0 J m O Z H m w W IL M O M 0 OD W W O z J W Q w p a� Z O c: r cc U C: o F- U) Q z O w U o O w H LL w U co 0 w w a U) Q w a p 0- co z z O U w a co z z w O U w Q p IL N z Z O U w a 0) Z Q f— N Z N � O Cl) CDa vo 0 J M QO Z 02 pw va wp a.w Z W Z V Q W w ~ w W m L!J D w� O(n W D W w Z O F- L) W a U) Z � ar' °250 Madison Street, Suite 3 Port Townsend WA 98368 Phone: 360-379-5095 Fax: 360-344-4619 ` www.cityofpt.us sa Residential Build! g PerMI(Appilidatf Project Address: Zoning: �- Parcel # ISq .40t , 363 Project Description: Legal Vet Addition. Block: 11 Lot(s): 45 6 ➢ 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. Owner:Property �. t•* MI ■ • Email � nr ,1 h, lu Contact/Representative: Name: Address: City/St/Zip: Phone: Email: Contractor: ❑ Same as Oner Name: Address; City/St/ZipV r" tl% l fir+ i)t , 'WA Phone: - Email: State License #:WEADWO xp: WOO City Business License #: 157-gi L�— aal Lender Information: Lender information must be provided for projects over $5,000 in valuation per RCW 19.27.095. RIM - Project Valuation: $ vri b Building Information (square feet):( �,l U0. 1 s` floor Garage: 2nd floor234 Deck(s): 3`d floor � Porch(es): Basement Is it finished? Yes No Carport: Manufactured Home I New ► dditoin 9 Other: ADUI Remodel/Repair I Total Lot Coverage (Building Footprint):* Square feet: %7.4-017s Impervious Surface:* Square feet *Total +existinn & prro ososed Any known wetlands on the property?N Any steep slopes (>15%)? Yr_rni I hereby certify that the information provided is correct, that I am either the owner or authorized to act on behalf of the owner and that all activities associated with this permit will be in accordance with State Laws and the Port Townsend Municipal Code, Print Name: Signatur . Dater, 1 :o BUILDING "PERMIT w _ ? City of Port Townsend ._" Development Services Department WA 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # Permit 'Type Demolition Permit Project Name Site Address 1510 MONROE ST Parcel # Project Description Demo exterial siding, partial walls exterior and interior walls Names Associated with this Project Type Name Contact Applicant Romijn Jacob H Owner Romijn Jacob H Contractor Mcfadin & Davis Zeke Mcfadin Contractor Mcfadin & Davis Zeke Mcfadin Fee Information Project Valuation Demolition Permit Fee 100.00 Technology Fee for Demolition 5.00 Permit Record Retention Fee for Demolition 5.00 Permit Total Fees $110.00 Phone # DEM08-006 Demo exterial siding, partial walls exterior and interior walls 984601303 License Type License # Exp Date (360) 381-5116 CITY 5241 12/31/2008 (360) 381-5116 STATE MCFADD1969P07/01/2008 * * * SEE ATTACHED CONDITIONS * * * 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 thal I ann lhe; a wlwr o " e authorized , "ent of the owner. Print Name ,,� � w� Date Issued: 04/03/2008 Issued By: SWASSMER City of Port Townsend w± Development Services Department A 250 Madison Street, Suite 3, Port Townsend, WA 98368 (360)379-5095 Project Information Permit # DEM08-006 Permit Type Demolition Permit Site Address 1510 MONROE ST Project Description Demo exterial siding, partial walls exterior and interior walls Conditions Project Name Demo exterial siding, partial walls Parcel # exterior and interior walls 984601303 10. Contact Olympic Region Clean Air Agency (ORCAA) at 1-800-422-5623 for information regarding asbestos abatement. 20. When demolition interferes with pedestrian travel, pedestrian protection must be in place. Inspection required. Call 360-385-2294 for inspection prior to beginning work. 30. Permit for demolition work only. A building permit is required for proposed construction. 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. l further certify that I am the owner of Il lad° 1t , Whoriz,c( agent of the owner, Print Name Date Issued: 04/03/2008 Issued By: SWASSMER Receipt Date: 04/0312008 Cashier: WASSM R NyarlPayee Name, ROMIJNJACOS,H "Original Fee � e rMt. Permit # NiceM Fee Description' meant paid u DEMOB-006 984601303 Demolition Permit Fee $100.00 $100.00 DEM08-006 984601303 Technology Fee for Demolition Perr $5.00 $5.00 DBVIOS-006 984601303 Record Retention Fee for Demolitioi $5.00 $5.00 Total: $110.00 Receipt R 1pt We Foe Dee ripfion, rno6nt Palau ' P emit payment Check payment Method i maunt'. CHECK ............. 2630 $ 110.00 Total $110.00 Fee Balance $0.00 $0.00 $0.00 genpn trreceipts Page 1 of 1 CERTIFICATE OF REVIEW and FINDINGS OF THE HISTORIC PRESERVATION COMMITTEE Design Review Application HPC08-007 McFadin & Davis The Port Townsend Historic Preservation Committee has completed its design review of the: Partial demolition of a residential structure Representative: Peter Bates, McFadin & Davis For the building located at: 1510 Monroe Street The building classification: (highlight one): N/A Pivotal Primary Secendary Altered Historic/Recent Compatible Intrusion Review of the project is: Mandatory per Ordinance 2969 Compliance with review is: Mandatory per Ordinance 2969 The review was conducted pursuant to Chapter 17.30 and of the Port Townsend Municipal Code, and was based on the application submitted on March 27 2008 HPC. ubcoz tnit.tee: Gee Heckscher & Marsha Moratti Applicable Guidelines: Criteria for determining historical significance -per Section 2 of Ordinance 2969. After review and analysis of relevant criteria (attached), the Historic Preservation Committee lain that the proposed partial demolition: (circle one) OES NOT INVOLVE, A HISTORICALLY SIGNIFICANT STRUCTURE DOES INVOLVE A HISTORICALLY SIGNIFICANT STRUCTURE within the City of Port Townsend. 1. Issued thi 'hair, Historic Preservation Committee DSD Director (or,,dcsigi�iee Bcd_Permils:Form Leaers2 Paa�e I of —Revised 12198 IIPC011 0�0 Melt'"adin & Davis Review of partial De o ition rnait for 1510 Monroe Street IL I - 061 Against the Provisimis of Ordinance 2969 1510 Monroe Street (c. 1939) is a concrete block foundation, single floor home (with sunken living room) having horizontal siding, ample glazing and sunlights with orientation towards Admiralty Inlet. The partial demolition request involves removal of an exterior eastern facing deck, and several interior and exterior walls. A new, 2-story addition would be added to the house along the Monroe Street frontage. Per Ordinance No. 2969, the demolition of certain structures is regulated as specified by Section 2. Staff analysis of the request for applicability of the Ordinance the follows in italics. The analysis is followed by a staff conclusion on Ordinance applicability. Ordinance 2969 Section 2. Defined Struct:u:res. The following structures are subject to this Ordinance: 1. Structures shown as pivotal, primary or secondary on a map prepared in connection with the Port Townsend National Historic Landmark District (NHLD) application. The map is attached as Exhibit A. The building lies outside the NHLD, so it is not labeled Pivotal, Primary or Secondary. 2. Structures, whether inside the NHLD or outside the NHLD, that have "historical significance." Structures have historical significance if the structure is at least 50 years - old, and meets three or more of the following criteria or is less than 50 years old and meets at least five of the following criteria: Built in 1939 (according to the demo application), so the building is more than 50 years old Therefore, at least 3 of the following criteria must be met for the building to be subject to Ordinance 2969. a. Is associated with events that have made a significant contribution to the broad patterns of national, state, or local history; To staffs knowledge, the building does not meet this criteria. The building does not show up on the State or local database of historic structures. b. Embodies distinctive architectural characteristics of a type, period, style, or method of design or construction, or represents a significant and distinguishable entity whose components may lack individual distinction; Not to staffs knowledge. The building. does not show up on the National, State or local database of historic structures. c. Is an outstanding work of a designer, builder, or architect who has made a substantial contribution to the art; The designer, architect or builder is not known. The building does not show up on the National, State or local database of historic structures. d. Exemplifies or reflects special elements of the city's cultural, special, economic, political, aesthetic, engineering, or architectural history; Not to staffs knowledge. The building does not show up on the National, State or local database of historic structures. e. Is associated with the lives of persons significant in national, state or local history; Not to staffs knowledge; however, the building was once home to current City Council member and community activist Laurie Medlicott. f. It is the only remaining, or one of the few remaining, structures of a particular style, building type, design, material, or method of construction; Not to staffs knowledge. The building does not show up on the National, State or local database of historic structures. g. It is a conspicuous visual landmark in the community or neighborhood; The building is not a conspicuous visual landmark. h. It is an important or critical element in establishing or contributing to the continuity or character of the street, neighborhood or area. To staffs knowledge, the building is not an important or critical element in street or neighborhood character. Conclusions: Ordinance 2969 does not apply to the proposed partial demolition of 1510 Monroe Street for two reasons. First; the building is not in the National Historic Landmark District. Second, while greater than 50 years old, none of the eight (8) criteria are met by the building. At more than 50 years in age, at least 3 of the 8 above criteria must be met in order for Ordinance 2969 to apply. A search of the National, State and local register database did not reveal any listing of the building. Even if Criterion e. is met (association with the lives of persons significant in national, state or local history) due to the former ownership by a current City Council member, only be one (1) of three (3) criteria would be satisfied. poaro City of Port Townsend 4 Development Services Department 250 Madison Street, Suite 3 m Port Townsend, WA 98368 (360) 379-5095 Fax: (360) 344-4619 Washington State Energy Code (WSEC) 2001 Residential Construction Checklist Complete this form in addition to WSEC forms. Please answer the following questions: TYPE OF PROJECT: New construction, or addition over 750 square feet Must meet whole house and spot ventilation requirements, and show full WSEC compliance as a stand-alone project. A detached, habitable structure such as an Accessory Dwelling Unit regardless of size must also meet these requirements. House addition under 750 square feet Possible trade-offs are allowed with the existing building for WSEC compliance, such as increasing ceiling insulation. See WSEC component performance forms. NOTE: A house addition less than 500 sq. ft. does not require whole house ventilation. Spot ventilation is still required. TYPE OF HEATING — Please check all that apply: Electric Wall Heater ' Baseboard ' Forced Air Furnace Radiant Floor (Boiler) Other Non-Electi Propane Radiant Floor/Baseboard (Boiler)' LPG Stove � LPG Furnace � Other LPG Heat Punip Oil. Furnace Wcaodstove (can only l; e 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: • Floors: Plywoodwith exterior glue ? ; I Polyplastic ; f c (greater than or equal to 4 millimeter thick) <Backed batty • Walls: � . h i Poly plastic (greater than or equal to 4 millimeter thick) i n „ 1 Face -stapled, backed batty Low -perm paint I'F1�U1 Ir�lt'I s�dl`wVl'J�II� • Ceilings:..,,. 1,N) �. i 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) NIYLow-perm paint SEE BACK http:llptimaging/DSD/Building_Poims/BuildingPennitPacket/Application-Residcntial Energy Code Checklist.doc Page 1 of 2 WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY 2000 Code): �e of ventilation used throughout thee house: ' `I' HVAC Integrated Option XExhaust Option Whole House Fan for "Exhaust Option": • In what room is your whole house fan located?Lh,_3 O • What size is the whole house exhaust fan? 50-75 CFM (1-2 bedroom house) 80-120 CFM (3 bedroom house) 100-150 CFM (4 bedroom house) 120-180 CFM (5 bedroom house) Note: the whole house fan shall be readily accessible and controlled by a 24-hour clock timer with the capability of continuous operation, manual and automatic control. At the time of final inspection, the automatic control timer shall be set to operate the whole house fan for at least 8 hours a day, and have a sone rating at 1.5 or less measured at 0.10 inches water gauge. Spot Ventilation: Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. Bathrooms, laundries or similar rooms require fans with a minimum 50 cfm rating at 0.25 inches water gauge; kitchens shall have a fan with a minimum 100 cfm rating at 0.25 inches water gauge. Outdoor Air Inlets: Outdoor air shall be distributed to each habitable room by means such as individual inlets, separate duct systems, or a forced -air system. Habitable rooms include all bedrooms, living and dining rooms but not kitchens, bathrooms or utility rooms. Where outdoor air supplies are separated from exhaust points by doors, undercutting doors a minimum of/z inch above the surface of the finish floor covering, distribution ducts, installation or grilles, transoms or similar means where permitted by the Uniform Building Code. When the system provides ventilation through a dedicated opening, such as a window or through -wall vent, these openings must: • Have controlled and secure openings • Be sleeved or otherwise designed so as not to compromise the thermal properties of the wall or window in which they are placed. • Provide not less than 4 square inches of net free area of opening for each habitable space. What type of fresh air inlet will be installed? (See figure below) u Window Ports ,(Wall Ports httpl/ptimagiiig/DSD/Building_Ponns/BuiIdingPennitPacket/Application- Res idential Energy Code Chceklist.doc Page 2 of 2 VOAT t City of Port Townsend Development Services Department 250 Madison Street, Suite 3 Port Townsend, WA 98368 (360) 379-5095 Fax: (360) 344-4619 TWA Washington State Energy Code (WSEC) 2001 Residential Construction Checklist Complete this form in addition to WSEC forms. Please answer the following questions: TYPE OF PROJECT: New construction, or addition over 750 square feet Must meet whole house and spot ventilation requirements, and show full WSEC compliance as a stand-alone project. A detached, habitable structure such as an Accessory Dwelling Unit regardless of size must also meet these requirements. House addition under 750 square feet Possible trade-offs are allowed with the existing building for WSEC compliance, such as increasing ceiling insulation. See WSEC component performance forms. NOTE: A house addition less than 500 sq. ft. does not require whole house ventilation. Spot ventilation is still required. TYPE OF HEATING — Please check all that a . l Electric Wall Heater Baseboard Forced Air Furnace Radiant Floor (Boiler) I Other Non-ElecINb Propan;Radiant F1oor/Baseboard (Boiler) ' LPG Si;ove � LPG Furnace ' Other LPG 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: • Floors: t� 1 Plywood with exterior glue Poly plastic (greater than or equal to 4 millimeter thick) ><Backed batts t } • Walls: 101 Poly plastic (greater than or equal to 4 millimeter thick).., m„ 1 Face -stapled, backed batts U1 0 1l I(Vyv,,l Low -perm paint • 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) Low -perm paint SEE BACK http:Hptiinagiug/DSD/Building_Ponns/BuildingPermitPacket/Application-Residential Energy Code Checklist.doe Page 1 of 2 °WASHI: 1t►'I"ON S'I", ':C`l+J ` EN"1ILA`i"IOC AND INDOOR AIR QUALITY2000 Code): 'rype of ventilation used throughout the louse: ' HVAC Integrated Option XExhaust Option Whole House Fan for "Exhaust Option": • In what room is your whole house fan located? 1 • What size is the whole house exhaust fan? 50-75 CFM 0-2 bedroom house) 80-120 CFM (3 bedroom house) 100-150 CFM (4 bedroom house) 120-180 CFM (5 bedroom house) Note: the whole house fan shall be readily accessible and controlled by a 24-hour clock timer with the capability of continuous operation, manual and automatic control. At the time of final inspection, the automatic control timer shall be set to operate the whole house fan for at least 8 hours a day, and have a sone rating at 1.5 or less measured at 0.10 inches water gauge. Spot Ventilation: Source specific exhaust ventilation is required in each kitchen, bathroom, water closet, laundry room, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. Bathrooms, laundries or similar rooms require fans with a minimum 50 cfm rating at 0.25 inches water gauge; kitchens shall have a fan with a minimum 100 cfm rating at 0.25 inches water gauge. Outdoor Air Inlets: Outdoor air shall be distributed to each habitable room by means such as individual inlets, separate duct systems, or a forced -air system. Habitable rooms include all bedrooms, living and dining rooms but not kitchens, bathrooms or utility rooms. Where outdoor air supplies are separated from exhaust points by doors, undercutting doors a minimum of/z inch above the surface of the finish floor covering, distribution ducts, installation or grilles, transoms or similar means where permitted by the Uniform Building Code. When the system provides ventilation through a dedicated opening, such as a window or through -wall vent, these openings must: • Have controlled and secure openings • Be sleeved or otherwise designed so as not to compromise the thermal properties of the wall or window in which they are placed. • Provide not less than 4 square inches of net free area of opening for each habitable space. What type of fresh air inlet will be installed? (See figure below) u Window Ports ,Wall Ports http:Hptimagieig/DSD/Building_Fonns/BuildiiigPermitPackct/Application-Residential Energy Code Checklist.doc Page 2 of 2 TABLE 6-1 PRESCRIPTIVE REQUIREMENTS" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Glazing Glazm U-Factor all" Wall- Wall- s Slab Option p Area70. � _ Doors 2 Vaulted Above into ext4 on ° /° of Floor Vertical �� Overhead U-Factor .Ceiling Ceiling s Grade Below � Below Floors Grade Grade Grade I. 10% 0.32 0.58 0.20 R38 - R-30 R15 R-15 R-10 R 30 R-10 IL' 15% 0.35 0.58 0.20 R-38 _ R-30 _ R 21 �._ R-21 R-10 R-30 R 110 III. 25% 0.40 0.58 0.20 R-38 / R-301 . R 21 / R-15 R-10 R-30 / R-10 Group R-1 U=0.031 U=0.034 -U=0.057 U=0.02 and R-2 9 Occupanci IV. Unlimited 0.35 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Group R-3 and R-4 Occupanci V. Unlimited 0.35 0 58 0.20 R-38 / R-30 / R-21 / R-15 R-10 R-30 / R-1ff Group R-1 U=0.031 P U=0.034 U=0.057 U=0.02 and R-2 9 Occupanci " Reference Case 0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1_ 1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the retlttirernents of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2. Requirc,,latent applies to all ceilings except single rafter or joist vaulted ceilings complying with note 3. 'Adv' denotes Advanced Framed, ,ailing. I eguirell ew applictable w my to single rJafter ot° jeinst vaulted ceilings where both (in) the diwtanee between the top of il'ie cciltnf, and die under tde of"the roofsheathutg is less than 12 inches and (b) therc is a mtnimurn l-inch vented airspace, above the insulation, Ol'her single taller of joist vaulted ecilitip'shall comply cwritl't the "ceiling," requirements, °I'llis option is hn'titcal to 500 square feet ofecilintg arca 15or any one dwelling unit. 4. Below grade walls shall be insulated either on the exterior to a minimum level of'R-10, or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturers specifications. SeeSection 602.2. 5. Floors over crawl spaces or exposed to ambient air conditions. 6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed according to manufacturers specifications. See Section 602.4_ 7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. 8. This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing_ 9. Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. 10, Where a m txtnrnurn glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor,arca shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing area limit tions. 1 1. Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12. Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement. City of Port Townsend Development Services Department µ = 250 Madison Street, Suite 3 Port Townsend WA 98368 WA 360-379-5095 Fax 360-344-4619 REVISION TO BUILDING PERMIT #y -�,��� - Revision # OWNER: - ym , 1 K� • '' Jvj ( SITE ADDRESS: 1 t) -� � Total Value of Revision: $ Impervious Surface Change? ❑ Yes �No 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 aware that changes to the existing approved plans may also require you 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: `> Applicant OFFICE USE ONLY: Date Submittal date:-. 7 Two sets of plans for revision: Approval of engineer of record (if original plans engineered): ❑ Yes ❑ No ❑ NA PADSMDepartment Forms\Building Forms\Application-Revision.doc -i . . . . ........... DATE: 07128/08 SCALE: Y2,, = 1,-0,, . . . ........................... ............... . CIO CD 1.00 < :0 OZ c O�':, Z �— 0 (Ip F- - Z (") 0 W (0 z C, LU < 3: co o 0 z CT) 0 w a- . . ..... ... ....... 00 (0 zCY) F- 00 W CY) W < 2 1 0 � LL 0 cno w W Z 0 LLJ z 0� (/) w Z Z 0 0 3: U) 0 w F- LO U) 0 . . . ..... . ... ...... ... J U � D ui X 0 FLOOR SHEATHING, REF PLAN BEAM, REF 1/S4.5 DBN, REF PLAN FLOOR JOIST, REF PLAN BEAM, REF 1 /S4.5 DBN, REF PLAN ,--FLOOR SHEATHING, REF PLAN BEAM, REF 1 /S4.5 FLOOR JOISTS, REF I/S4.5 SIMPSON A35 EA SIDE OF BEAM 16d COMMON NAILS @ 6" o.c. 12d COMMON NAILS @ 6" o.c. T&B WommEam.wN FRAMING DETAIL .......... DATE: 07/28/08 SCALE: 1 1'-0" . ..... ......... (o (f) U)rn < z cC':,, :0 o Z — (9 Z U) w r- W ce) OW U)Z& W ion (.0 Z 030 w 00 (0 F 0'0 w w 020 O� 3: LL F- w U) c) 0w z W Z w o= z 0 �: cf)— 2i 0 w c) F- Z) —J U w F— U) . . . .................... . . SHEET: S4.5 r � T rostrOm Engineering, P'LLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E=mail• mikaelbrostrom@yahoo.com BY b DATE: �� R� m ,. PROJECT: •all-E (`(v ��I0A4l( 31V PROJECT ADDRESS: I510 ?cMT � J r .� w..JOB NO.: O �Q . SUBJECT i�\ d� ()AM_w �...... VCe: isl(L AWALI-S(.5 3-7 .0r \ 1 rostro n, engineering, PL C 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com l �... _ SHEET: z BY: Bw.. DATE: �� OS �.O.g... PROJECT: SMI�i r26,�1(J w... _, _ PROJECT ADDRESS: JOB NO : 0 7O2 1-91 SUBJECT ...���......._. ,r _.......,_ k(,CK ,Mh.��...�. EL. _ Brostr6in Engineering, PLLC 922 1/2 Washington Street #6 9 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom @yalloo-com BY: 144 15 DATE: 0 /0 5-A F PROJECT: PROJECT ADDRESS: JOB N(.)°: SUBJECT: FLOCF-, 15 PS F P C-F s ?A -Ad = T- C. - oaf = ( ,,5- ?,5F Lt,5z- T17 7 PF op 5- 9 ?LF K am 3 3 FT)IZ 5?s F (1. 3 3 FT)/z Wc qof?SF (1,33FT) S3, PLF IS 715 F (I, 3 3 r-/) 2 0 q0 ()SF (j, 33 F-1) S- 3, 2 F q, L35 (.0 LM ?L if (01( lftoisw Single 9-1/2" BCI® 5000-1.7 DF Joist\J07 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Saturday, July 05, 2008 17:06 Build 91 161' OCS Repetitive N Glued & nailed construction File Name: 07028 Romijn-Smith. BCC Job Name: 07028 Smith / Romijn Description: J07 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E.. Customer: Smith / Romijn Company Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: BO LL 93 Ibs DL 152lbs 03-06-00 Total Horizontal Product Length = 03-06-00 131 LL 93 Ibs DL 152 Ibs Load Summary Live Dead Snow Wind Roof Live Ta Description, Load Type Ref. Start End 100% 90% 115% 160% 125% OCS 1 Standard Load Unf. Area (psf) Left 00-00-00 03-06-00 40 65 16" Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 190 ft-Ibs 7.7% 100% 1 1 - Internal End Reaction 222 Ibs 22.3% 100% 1 1 - Left Total Load Defl. L/7250 (0.005") 9.9% 1 1 Live Load Defl. L/19032 (0.002") 3.8% 1 I Max Defl. 0.005" 0.5% 1 1 Span / Depth 4.2 n/a 0 l' % Allow % Allow Bearin Su ortS Dim. L x W Value Support Member Material BO Hanger Load 2" x 2'* 245 Ibs 25.8% n/a IUS2.06/9.5 B1 Hanger Load 2" x 2" 245 Ibs 25.8% n/a IUS2.06/9.5 Cautions Header for the hanger IUS2.06/9.5 at BO is a Single 3-1/2" x 9-1/2" VERSA -LAM@ 2.0 3100 DF. Hanger IUS2.06/9.5 requires 8 10d face nails, 2 teardrop joist nails. Header for the hanger IUS2.06/9.5 at B1 is a Single 3-1/2" x 9-1/2" VERSA -LAM@ 2.0 3100 DF. Notes Design meets User specified (L/720) Total loads deflection criteria. Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Hanger Manufacturer: 'Simpson Strong -Tie„ Inc. Composite El value based on 23132" 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 building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation BC CALCO, BC FRAMERS, AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI(@, BOISE GLULAMT"', SIMPLE FRAMING SYSTEM@ , VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIMS, VERSA -STRANDS, VERSA -STUD@ are trademarks of Boise Wood Products, L,L,C, Page 1 of 1 go W '-" - Single 11-7/8" BCI® 5000-1.7 L?' Joist\J05 BC CALCO 9.5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Saturday, July 05, 2008 17:28 Build 91 16" OCS I Repetitive I Glued & nailed construction File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: J05 5 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrbm, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: To;; �v K ata 0.00 BO LL 144 Ibs DL 28 Ibs B1, 3•1/2" LL 545 Ibs DL 204 tbs Total Horizontal Product Length = 15-10-00 10-00-00 B2, 4" LL 233 Ibs DL 84 Ibs Load Summary Live Dead Snow Wind Roof Live Ta Description Load Type Ref. Start End 100% 90% 115% 160% 125% OCS 1 Standard Load Unf. Area (psf) Left 00-00-00 15-10-00 40 15 16" Load Disclosure Controls Summary Value % Allowable Duration Case San Location Completeness and accuracy of input must Pos. Moment 603 ft-Ibs 19.2% 100% 16 2- Internal be verified by anyone who would rely on Neg. Moment -658 ft-Ibs 20.9% 100% 1 1 - Right output as evidence of suitability for End Reaction 293 Ibs 20.6% 100% 16 2- Right particular application. Output here based on building code -accepted design Int. Reaction 728 Ibs 32.3% 100% 1 2 - Left properties and analysis methods. Cont. Shear 414 Ibs 25.5% 100% 1 2 - Left Installation of BOISE engineered wood Uplift 41 Ibs n/a 16 1 - Left products must be in accordance with Total Load Defl. L/3199 (0.036") 7.5% 16 2 current Installation Guide and applicable Live Load Defl. L/4271 (0,027") 11.2% 16 2 building codes. To obtain Installation Guide Total Neg. Defl. -0.005" 1.0% 16 1 or ask questions, please call (888)234-0056 before installation. Max Defl. 0.036" 3.6% 16 2 Span / Depth 9.8 n/a 0 2 BC CALC@, BC FRAMER@, AJSTM, ALLJOISTO , BC RIM BOARD TM, BCIO , % Allow % Allow BOISE GLULAMTM, SIMPLE FRAMING Bearin SU orts Dim. L x W Value Str art Member Material SYSTEMS, VERSA-LAMO, VERSA -RIM PLUS@, VERSA -RIME, BO Hanger Load 2" x 2" 172 Ibs 10.8% n/a ITT2.06/11.88 VERSA -STRAND®, VERSA-STUD®are BO Hanger Uplift 2" x 2" 41 Ibs 23.6% n/a ITT2,06/11.88 trademarks of Boise Wood Products B1 Beam 3-1/2" x 2" 749 Ibs 14.3% n/a Versa -Lam 2.0 L,L.0 B2 Wall/Plate 4" x 2" 317 Ibs 6.3% n/a Douglas Fir Cautions Header for the hanger ITT2.06/11.88 at BO is a Single 3-1/2" x 11-7/8" VERSA -LAM@ 2.0 3100 DF. Hanger ITT2.06/11.88 requires 2 1Od face nails, 4 1Od TF nails, 2 1Od x 1-1/2" joist nails. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Hanger Manufacturer: Simpson Strong -Tie, Inc. Composite El value based on 23/32" thick sheathing glued and nailed to joist. Page 1 of 1 IM41111,0" Double 1-3/4" x 11-7/8" VERSA -LAM® 2.0 2800 DF Floor BeamT1306 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Saturday, July 05, 2008 17:39 Build 91 File Name: 07028 Romijn-Smith.BCC / Job Name: 07028 Smith / Romijn Description: FB06 lP Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer; Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: BO LL 760 Ibs DL 595 Ibs 'Y ,V. "IF V .0... I ..�,,. � N. ,., µ..,, _ _ ... .............. ....... ._ .. ,.,.,e„ , e..r„ ...gym.... 08-00-00 Total Horizontal Product Length = 08-00-00 B1 LL 760 Ibs DL 595 Ibs Load Summary Live Dead Snow Wind Roof Live Tag Dosed Lion Load Type Ref. Start End 100% 90% 115% 160% 125% Trib. 1 FLOOR LOAD Unf. Lin. (plf) Left 00-00-00 08-00-00 190 138 n/a Load Controls Sum ma Value %Allowable Duratio�a Case San Location Pos. Moment 2709 ft-Ibs 14.1% 100% 1 1 - Internal End Shear 1009 Ibs 12.8% 100% 1 1 - Left Total Load Defl. L/3004 (0.032") 24.0% 1 1 Live Load Defl. L/5355 (0.018") 13.4% 1 1 Max Defl. 0.032" 3.2% 1 1 Span / Depth 8.1 n/a 0 1 % Allow % Allow Bearin Su ortS Dim. L x W Value ___Support Member Material BO Hanger Load n/a 1355 Ibs Unspecified n/a Hanger B1 Hanger Load n/a 1355 Ibs Unspecified n/a Hanger Notes Design meets User specified (L/720) Total load deflection criteria. Design meets User specified (U720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Connection Dia ram a minimum = 1-1/2% = 8-7/8" b minimum = 4" d = 24" e minimum = 1" Member has no side loads. Connectors are: SDS 1/4 x 3-1/2 Page 1 of 1 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® AJST'1. ALLJOISTO , BC RIM BOARD TIA, BCIO , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIM@, VERSA -STRAND@, VERSA-STUDO are trademarks of Boise Wood Products, L.L.C. Double, 7 -3/4" x 11-7/8" VERSA -LAM® 2; n 2800 DF Floor Beam\FBO7 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 1 0/12 slope Saturday, July 05, 2008 21:12 Build 91 File Name: 07028 Romijn-Smith.BCC -7 Job Name: 07028 Smith / Romijn Description: FB07 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostr6m, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: BO LL 710 Ibs DL 641 Ibs k +�- M' V 'V mV 'ply N" "'' "IV, 2 09-04-00 Total Horizontal Product Length = 09-04-00 I li B1, 3-1/2" LL 547 Ibs DL 424 Ibs Load Summary Live Dead Snow Wind Roof Live Tag Descri° ion Load Type R'eC Start End 100% 90% 115% 160% 125% Trib. 1 w Unf. Lin. (plf) Left 00-00-00 03-06-00 53 53 n/a 2 w' Unf. Lin. (plf) Left 03-06-00 09-04-00 53 20 n/a 3 P Conc. Pt. (Ibs) Left 03-06-00 03-06-00 760 662 n/a Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 4006 ft-Ibs 20.8% 100% 1 1 - Internal End Shear 1231 Ibs 15.6% 100% 1 1 - Left Total Load Defl. L/2111 (0.052") 34.1 % 1 1 Live Load Defl. L/3892 (0.028") 18.5% 1 1 Max Defl. 0.052" 5.2% 1 1 Span / Depth 9.2 n/a 0 1 % Allow % Allow Bearing SUIPPOrtS Dim, L x W Value Support Member Material BO Hanger Load n/a 1351 Ibs Unspecified n/a Hanger B1 Beam 3-1/2" x 3-1/2" 970 Ibs 10.6% 10.6% Versa -Lam 2.0 Notes Design meets User specified (L/720) Total load deflection criteria, Design meets User specified (L/720) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Connection Dia m a minimum = 1-1/2% = 8-7/8" b minimum = 4" d = 24" e minimum = 1" Connection design assumes point load is 'top -loaded'. For connection design of 'side -loaded' point loads, please consult a technical representative or professional of Record. Member has no side loads. Concentrated loads are not considered in side load analysis. Connectors are: SIDS 1/4 x 3-1/2 Page 1 of 1 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 FRAMERO , AJSTM, ALLJOISTO , BC RIM BOARD TM, BCIO , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA-LAMO.. VERSA -RIM PLUSO , VERSA -RIM@, VERSA -STRAND@, VERSA -STUD@ are trademarks of Boise Wood Products, LLC. ('e- c � o,+ p RZ - P13 VE R Tf C- PI L- AAM �Ys ( "s jk� - R- 2.7 r0(/"D V?4-1 FT 'R, 3� - -K 3 z j�q 2 2008 UTY Of P()�U MOMEND DSU Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 9 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 * E-mail: i-nikaelbi-osti-oni@yahoo.com BY: l.)A'Fl:-- 0 PROJECT: P Ad SHEET: 97- PROJECT ADDRESS: JOB NO.: 70 2-f SUBJECT: . . .......... - Brostr6tu Engineering, P: LC 922 1 /2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.eom �� SHEET: fZ 3 BY. DATE: O �/ 2% �O PROJECT: ) 1 M( J_ PROJECT ADDRESS: JOB NO.: 0��-� SUBJECT: i (2 7} Q.9 rostrom Engineering, PLLC 922 1,2 Washington Street 46 • Port Townsend. WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com , / ��(/v SHEET: ... BY: /U�j DATE: Q/z� O PRO.IECT: I tl T PROJECT ADDRESS: SUBJECT: CA � r�'_. (4 DR, 2. f.�^ff WD 1 ps F C� w,.. _ 1 eo ! t_t= t n Tlw.� .- zt�'o ??( f 19 PCIr IC 7.) - 707 Pe-r ?�d'?Sr 11.9-F 230 'pt- WD 1$ pSr - = lGo P(T W ar _ �_a?sr 20 F " - 4'ro 'PC- 5% '3G o ?cam _ SP/h^] JOB NO.: 0 ozE W AA_ J 1 3� f _,... ,I, q r.�.� q m f � u S E 5 '% A _ V+ " C 13e.4 k( 2,o jiac)r r x t1 L�9M 2 r (6 PS F ( 2,5 F-,) PLF f c,CS � k S>A �k�t 2.0 3ccso P� Brostrom Engineering, LLC 922 1/2 Washington Street #6 • Port Townsend, WA 9£363 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom(cyahoo.com BY A13 DATE: 02Z7/0 PROJECT: 5P cf-y 0,��O C�� _ _ .-_.SHEET:.....f�Sum ..,.a.m. PROJECT ADDRESS: SUBJECT: t w a OpC t_ _. x M� v rosy, d x i = 3 i--35 JOB NO.: 07020 i w k lz-ems' + LF (l 6-511 F 7-) _ 7 5 �_�S (,1 5 r�cscrr+l c xl.C- F (I1'T��o.4, CF{_, c�51(F7-) � A �•1 = — Ll 2.9 t-3S - r ._.^' 4 G t...65, P FTS rv�_ K F 7 "�" l 2. L rZ S :.m..srM Psara. cS zµz.' Brostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 1e, 5 �ray:rp i User: K6N i,EMR21 Ver 5 8 U 1 Nov 2006 tp;�1963-200Fi ��IL62rui�4.R 1.�^u�irue�:nairT SnRware Description HDR2 Title : Smith / Romijn glob # 07028 Dsgnr: Mikael Brostrom, P E Date: 3:50PM, 13 JUN 08 Description : 1510 Monroe Street Port Townsend, WA 98368 7�160 Scope Page Multi -San Tim ber er eam 0o'028 rrFmjnrvjlb em Reve (ml 1 Code Ref: General 3 NFPA 5000. Base allowables are user defined 199711 /2001 B Information NDS 2000/2003 IC 200 I m Spans Considered Continuous Over Support Fv : Basic Allow Boise Cascade, Versa Lam 3100 Fb Basic Allow 3,100,0 psi Allow 285.0 psi amuzaawaWowlaw Description Span Timber Section Beam Width Beam Depth End Fixity Le: Unbraced Length Member Type i l nark irr i LEFT RIGHT ft1 6.75 12.50 VersaLam5.2 VersaLam5.2 5x7.25 5x7.25 in 5,250 5.250 in 7.250 7.250 Pin - Pin Pin - Pin ft 6,75 12,50 Live Load Used This Span# � Il Yes Dead Load 7 .00 20.00 Live Load #/ft, Dead Load #/ft! 153,00 207,00 Live Load #/ft 170.00 23000 Start End ft ft ; 1 500 2.750 Dead Load @ Left #/ft 207.00 Dead Load @ Right #/ft 180.00 Live Load @ Left #/ft 23000 Live Load @ Right #/ft� ft 200.00 2,750 Start End .. ftj 6.750 12.500 Results� �� 7,6 63. a.. @ Cntr in-k @y X - ft. 1.30 7,33 Max @ Left End in-k 0.0 -74.9 Max @ Right End in-k� -74.8 00 fb : Actual psi Fb : Allowable psi, 3:847.0 3,818.7 Bending OK Bending OK Shear @ Left k 0,98 3.16 Shear @ Right k1 2.45 2.03 fv : Actual psi 85.8 114.4 Fv :Allowable psi k 3 3 Shea OK Shea OK Reactions & Deflection DL @ Le'It k LL @ Left k Total @ Left kg DL @ Right LL @ Right k' k Total @ Right k � Max. Deflection in ft @X= Query Values 0,46 266 0.52 2,95 0.98 5.61 2,66 0,96 2.95 1.07 5.61 2.03 0.034 -0.374 4.81 683 Location IL V ­ Moment in-k i 0.0 Shear k1.0 Deflection in 0,0000 0,00 -74.9 3.2 0,0000 Elastic Modulus 2,000.0 KS, Load Duration Factor 1.250 Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, VVAgO36D Description HEADERS 4, 6 Title : Smith /nomijn ongnc Mikael omstrom.PE Date: 3:50Pm Description :1o1OMonroe Street Port Townsend. wA 98368 Scope : Timber Beam & Joist OM28 Job wo7ozo 13JuNO8 Page 1 Timber Member Information ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined HDR4 HDR6wu mR60.6D+W Timber Section �a��a z�szm`m�°u=nzo,/uov���=ou�'zs Beam Width /ni 5,250 5.250 5.250 Beam Depth /n' 9.250 aVoo ooOo Le: UnumoeoLength ft, 1200 uoo 2,00 T|mbe,Gmde Boise Cascade, Boise Cascade, Boise Cascade, Versa Lam3mo Versa Lam 3mu Versa Lam smo ru Basic Allow psi 3.1000 3.100.0 3.1000 pv'Basic Allow psi 2850 zonO 285.0 Elastic Modulus xoi 2,000.0 2,0000 2.0000 Load Duration Factor 1250 1.250 1600 Member Type ManvnPmo ManvnPino Munvf/Pme Repetitive Status No No No ____ B,rostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 1i +r KVV-0lrof6B21 VOI 50��. i 9erv• i1 4 mtyprrrveorq S9 v@aware � its Description HEADER 5 Title: Smith / Rorna yi Job # 07028 Dsgnr: Mikael Br'osirom, P.E Date: 3:50PM„ 13 JUN 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Timhar i3eam & Joist Page 1 mu r.�,�rw s.wtintlWo r�rw Revision i D00 .3 IBC�2003 _ aw Timber Member Information = 3 NIFPA 5000. Base allowables are user defined ode Ref: 1997I2001 NDS 2000/2003 IBC, 200 a," ., .... w._.... _.,... _ ._ .. HDR5 VersaLam5 25x7 25 Timber Section 5.250 Beam Width lnj 7.250 Beam Depth in' 9„50 Le: Unbraced Length Timber Grade ftf Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 FIB - Basic Allow psi, 3,100.0 285.0 Fv - Basic Allow psi 2,000.0 Elastic Modulus ksil 1.250 Load Duration Factor Manuf/Pine Member Type No Repetitive Status Center span Data _ � iw�e�ame�s. :Kmwi�u�G�r� w,rd uu^, imia ��mi Span ft 9,50 Dead Load CfQ 1 ,00 Live Load #/ft 160.00 Results Ratio = 0,2333 a +ro _ o Mmax @ Center in-k� 41.15 4.75 @ X = ft� 894.8 fb : Actual psis 3,834.7 Fb : Allowable ps'ii Bending OK 56.1 fv : Actual psr Fv : Allowable psi! Shearr OK OK Reactions684 � @ Left End DL Ibs" 60 7.00 60.00 LL Ibs 1 00 Max. DL+LL Ibs% ,684..00 @ Right End DL lbsi LL lbs 760.00 60 Max, DL+LL lbs 1,444.00 _ tIK sriu a;nB�suai� B�Buu�s+u;iK aotit> Deflections 0„079 Center DL Defl in 1,440.5 L/Defl Ratio -0.088 Center LL Defl in 1,296A L/Defl Ratio -0,167 Center Total Defl inj 4750 Location ft 682,3 L/Defl Ratio Brostr6m Engineering, F LLC 922 1/2 Washington Sheet #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: 1 DATE. ® 7,/09 PROJECT: SM 17/1 R, H(-3/J SHEET: JOB NO.._...0 702-2 PROJECT ADDRESS: n.., SUBJECT:ao. � DJ t,} -PVSF 01.- 74064 S o eeO eJ A I Zo?Sr (eF 7) ((QO ?Lf s (,7 aF u s sr= H �p o?SF usc-' �'(z ` 3c1 s 1.� DN c. BOIS .% Single 9-1/2" BCI® 5000-1.7 DF Joist1J05 BC CALC@ 9 5 Design Report - US 2 spans I No cantilevers j 0/12 slope Tuesday, May 27, 2008 11:31 Build 91 16" OCS I Repetitive I Glued & nailed construction File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: J05 Rio Address: 1510 Monroe Street Specifier': City, State, Zip: Port Townsend, WA 98368 Designer; Mikael Brostrom, P.E. Customer: Smith / iomijn Company: Brostrom Engineering, PLLC Code repotls: ESR-1336 Misc.. _.-. r 0-o0-0aq i o-00-0o 82,°4" B0, 4" B 1. 3,1 /2" LL 649 Ibs LL 1 Ibs LL 3 Ibs DL 381 Ibs 2 38 DL 3Ibs DL 552 Ibs RLL 117 Ibs RILL 1141bs Total Horizontal Product Length = 20-00-00 Live d Snow Wind oof Live Load Tact Descr of on Summary Load Type Ref. Start End 100% 0% 15% 60% 125%OCS 1 Standard Load Unf. Area (psf) Left 00 00 00 20 00 00 40 15 6' 160 16" 2 Roof & Wall Conc. Lin. (plf) Right 04-00-00 04-00-00 424 Load Disclosure Controls Summary Value % Allowable Duration Case Span Location Completeness and accuracy of input must PosMoment _1735...-......_ ft-Ibs o 70.5 /° .......-.�._ 100% 16 2 -Internal be verified by anyone who would rely on Neg. Moment -1317 ft-Ibs 53.5% 100% 1 1 - Right outpt"t as evidence ti of suitability for application, here based End Reaction 598 Ibs 53.1 % 100% 16 2- Right o�irbuil i pteddt on building code -accepted design Int Reaction 1180 Ibs 56,2% 100% 1 2- Left properties and analysis methods. Cont, Shear 698 Ibs 47.3% 100% 1 2 - Left Installation of BOISE engineered wood Uplift 18 Ibs n/a 56 1 - Left products must be in accordance with Total Load Deft, L/671 (0,174") 35.8% 56 2 current Installation Guide and applicable building codes. To obtain Installation Guide Live Load Defl L/1496 (0,078") 32.1 % 56 2 or ask questions„ please call Total Neg, Defl. -0,041" 8.2% 56 1 (888)234.0056 before installation. Max Defl, 0.174" 17.4% 56 2 Span / Depth 12,3 n/a 0 1 BC CALC(F), BC FRAMERO , AJSTM, ALLJOIST® , BC RIM BOARDTA9, BCIO , o low % Allow BOISE GLULAMTM, SIMPLE FRAMING Beartn g UppOrtS Dim. (L x Wl Va ue a upp , . ort Member Material SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@, VERSA -RIM@, BO Wall/Plate 4" x 2"' 274 Ibs 5 5% n/a Douglas Fir VERSA -STRAND@, VERSA -STUD@ are B1 Beam 3-1/2" x 2"" 1318 Ibs 1 % 25� n/a Versa-LatY1 2.0 trademarks of Boise Wood Products, B2 Wall/Plate 4" x 2" 736 Ibs 14.7% n/a Douglas Fir L.L,C. Notes... Design meets Code minimum (L1240) Total load deflection criteria,. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist, Page 1 of 1 11101SI Single 9-1/2" BCI® 5000-1.7 DF Joist1J06 BC CALCO 9,5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Tuesday, May 27, 2008 11:35 Build 91 16" OCS I Repetitive I Glued & nailed construction File Narne, 07028 Romijn-Smith.BCC j Job Name 07028 Smith / Romijn Description: J06 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: B1, 3-1/2" LL 754 Ibs DL 283 Ibs Total Horizontal Product Length = 21-00-00 B2, 4" LL 179lbs DL 20 Ibs Load Summary Live Dead Snow Wind Roof Live Tag Description Load Tvpe Ref. Start_ End 100% 90% 115% 160% 125% OCs - � 1 Standard Load �,....m.... Unf. µ� � Area (psf) Left 00-00-00 _.... 21-00-00 40 15 16" Load Disclosure Controls Summary Value % Allowable Duration Case Span Location �._.. Completeness and accuracy of input must m _ Pos. Moment _�_ 1 181 ft-Ibs _.... 48.0% 100% 14 1 - Internal be verified by anyone who would rely on Neg. Moment -1296 ft-Ibs 52.7% 100% 1 1 - Right output as evidence of suitability for End Reaction 412 Ibs 36.6% 100% 14 1 - Left particular application. Output here based on building code -accepted design Int. Reaction 1016 Ibs 48.4% 100% 1 1 - Right properties and analysis methods., Cont. Shear 587 Ibs 39.8% 100% 1 1 - Right Installation of BOISE engineered wood Uplift 105 Ibs n/a 14 2- Right products must be in accordance with Total Load Defl, L/859 (0.192") 27„9% 14 1 current Installation Guide and applicable Live Load Defl. L/1157 (0.142") 41.5% 14 1 building codes, To obtain Installation Guide Total Neg. Defl, -0.025" 5.0% 14 2 or ask questions, please call (888)234-0056 before installation. Max Defl, 0.192" 19.2% 14 1 Span / Depth 17.3 n/a 0 1 BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TM, BC10 , % Allow % Allow BOISE GLULAMTM^, SIMPLE FRAMING Bearinq Suportsim. p __._.. DL fx W) _ Value ....._ - Support Member _._..._....-� Material SYSTEMO, VERSA-LAMO, VERSA -RIM PLUSO, VERSA -RIM@, BO Wall/Plate 4" x 2" 436 Ibs 8.7% n/a Douglas Fir VERSA-STRANDO, VERSA -STUD@ are B 1 Beam 3-1/2"° x 2" 1037 Ibs 19,8% n/a Versa -Lam 2,0 trademarks of Boise Wood Products, B2 Wall/Plate 4"° x 2" 199 Ibs 4,0% n/a Douglas Fir L L C Cautions Uplift of 105 Ibs found at span 2 - Right. Notes _ Design meets Code minimum-_.. (L/240 ) T_......_._....._ Total load deflection criteria, Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist, Page 1 of 1 Brostr6m Engineering, PLLC 922 1.12 Washington Street #6 o Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: iiiikaelbi-osti,olll@,yalioo.coiii BY: DATE: 0512loig PROJECT: SM I TO A) SHEET:, JOB NO.: 6 70 7-9 PROJECTADDRESS, SUBJECT: '664 M -5 OoFrY f, Z' S��o PLF v 7 LBS)lt, 1, FT '- 76Fj f L 0 31 -IV ib F �L�6 t� 10 FB &)_3 0 L F' F3 oq L. 0F (f q �16 (I - ?, s) = 7 L'6 ?I- F -7 FLF (j, 5(o b F —q-1to q/ BrostrOm Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: iiiikaelbi-osti-oi-n@yahoo.coni BY: �,(f SHEET: 13 DATE: .7 PROJECT: PROJECT ADDRESS: SUBJECT: 6.4 A .5 ?Li'c 7 co Pz-F JOB NO.: 070 2f U., 5 L 2,0 '310t) DF M Single 3-1/2" x 11-7/8" VERSA-LAMO 2.0 3100 DF Floor Beam1FB02 BC CALC® 9.5 Design Report - US 3 spans I No cantilevers 1 0/12 slope Tuesday, May 27, 2008 11:55 Build 91 File Name: 07028 Romijn-Smith.BCC Rf� Job Name: 07028 Smith / Romijn Description: FB02 Address: 1510 Monroe Street Specifier. - City, State, Zip: Port Townsend, WA 98368 Designer; Mikael Brostr6m, P.E. Customer: Smith / Romijn Company: Brostr6m Engineering, PLLC Code reports: ESR-1040 Misc: v, R, x I aw w r T s__ H m��� _.;w In "" .." .NN__flt ' F`.: 08-00-00 08-00-00 4F•00.00 BO., 3-1/2" B1. 3-1/2" 132, 3-1/2" B3 LL 1882 Ibs LL 4740 Ibs LL 5335 Ibs LL 2059 Ibs DL 683 Ibs DL 1587 Ibs DL 3366 Ibs DL 1401 Ibs Total Horizontal Product Length = 24-00-00 Load Summary Live Dead Snow Wind Roof Live Taq Description Load Tvpe Start End 100% 90% 115% 160% 125% Trib. � 'k w Unf. Lin. (plf) _Ref. 4-00-00 500 188 Left 00 I n/a 2 w' Unf. Lin. (plf) Left 14-00-00 24-00-00 576 415 n/a Load Disclosure Controls Summary Value % Allowable Duration Case Span Location Completeness and accuracy of input must Pos, Moment 5976 ft-Ibs 28.1 % 100% 14 3 - Internal be verified by anyone who would rely on Neg. Moment -6516 ft-Ibs 30.6% 100% 20 2 - Right output as evidence of suitability for End Shear -2437 Ibs 30,9% 100% 14 3 - Right particular application. Output here based on building code -accepted design Cont. Shear 3684 Ibs 46.6% 100% 20 3 - Left properties and analysis methods. Total Load Defl 0.064' L/1503 ( ') 16.0% 14 3 Installation of BOISE engineered wood Live Load Defl. L/2370 (0.041 ") 15.2% 14 3 products must be in accordance with Total Neg Defl -0,026" 5.3% 14 2 current Installation Guide and applicable Max Defl. 0,064" 6.4% 14 3 building codes. To obtain Installation Guide Span / Depth 7,9 n/a 0 1 or ask questions, please call (888)234-0056 before installation. Allow % Allow BC CALCO, BC FRAMER@ , AJSTM, Bearing Supports Dim 1 LX e Support Member Material ALLJOIST®, BC RIM BOARD TM, BCIO , Post O1 3 3V1/2" 2565 Ibs _ _ 24.6% 27.9/o o Douglas Fir BOISE GLULAMTA°, SIMPLE FRAMING BPost 3-1/2 x 3-1/2" 6327 Ibs 60.8% 68.9% Douglas Fir SYSTEM@, VERSA -LAM@, VERSA -RIM PLUS®, VERSA -RIME, B2 Post 3-1/2" x 3-1/2" 8702 Ibs 83.6% 94.7% Douglas Fir VERSA -STRAND®, VERSA-STUD®are B3 Hanger Load n/a 3460 Ibs Unspecified n/a Hanger trademarks of Boise Wood Products, L,L C. Cautions C_ olumn at Bearing BO analyzed for bearing on _ �ot ......--ly, column analysis has not been performed.. Column at Bearing B1 analyzed for bearing only, column analysis has not been performed. Column at Bearing B2 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. Page 1 of 1 SOME Single 3-1/2" x 11-7/8" VERSA-LAM(g) 2.0 3100 DF Floor Beam1171303 BC CALC® 9,5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Tuesday, May 27, 2008 12:41 Build 91 File Name: 07028 Romijn-Smith.BCC IS Job Name: 07028 Smith / Romijn Description: F803 Address: 1510 Monroe Street Specifier: City. State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: Total Horizontal Product Length = 20-00-00 Load Summary Live Dead Snow Wind Roof Live Tact Descri rtiorl Load Tvoe Ref. Start End _._......._� 100% 90% ........_.. 115% 160% 126% Trib. w Unf Lin.. (plf) _.............— Left 00-00-00 20-00-00 135 17 n/a Load Disclosure Controls Summary value /" Allowable Duration Case Span Location _ Completeness and accuracy of input must ID sO mmIT 148810 -lbbs 0 100% 14 1 - Internal be verified b anyone who would rely on y g Moment �0 9 % 100% 1 1 - Right output as evidence of suitability for particular application. Output here based End Shear o 528 Ibs 6.7 /0 o 100 /0 14 1 -Left on building code -accepted design Conti Shear 827 Ibs 10,5% 100% 1 1 - Right properties and analysis methods, Total Load Defl, L/4910 (0.024") 4.9% 14 1 installation of BOISE engineered wood Live Load Deft L/5531 (0.022") 6,5% 14 1 products must be in accordance with Total Neg. Defl, -0,007" 1.5% 14 2 current Installation Guide and applicable Max Defl, 0.024" 2.4% 14 1 building codes. To obtain Installation Guide Span / Depth 10.1 n/a 0 1 or ask questions, please call (888)234-0056 before installation. Allow % Allow BC CALCO, BC FRAMERO , AJSTM. Bearing u t}rtS Dim fL x Wl Value Sunnort ���� -pe Member ���� Material ALLJOISTO, BC RIM BOARD-, BCIO , r BO Hanger Load lbs n/a mm. mm 694 Ibs ie Unspecified n/a Hanger BOISE GLULAMT"' SIMPLE FRAMING B1 Beam 3-112' x 3-1/2" 2694 bs 21 .8% 21 8% Versa -Lam 2.0 SYSTEMO , VERSA-LAMO, VERSA -RIM PLUS®, B2 Wall/Plate 4" x 3-1/2" 720 Ibs 8,2% 6.9% Douglas Fir g VERSA -STRAND®, VERSA-STUD®are TRAND , VE trademarks of Boise Wood Products, Notes L,L.C, _ Design meets Code minimum (L/240) Total loaddeflection criteria. Design meets Code minimum (L/360) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 BOISE Single 3-1/2" x 11-7/8" VERSA -LAM® 2.0 3100 DF Floor Beam1F1304 BC CALC® 9.5 Design Report - US 4 spans I No cantilevers 1 0/12 slope Tuesday, May 27, 2008 13.12 Build 91 File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: FB04 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend', WA 98368 Designer. Mikael Brostrom, P.E. Customer: Smith / Romij,n Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: ry , -_ �. - I 1a-tio" oo 08-00-00 09-00-00 BO LL 2508 Ibs B1 5-1/2" LL 6718 Ibs B2, 3-1/2" LL 6118 Ibs B3„1 LL 60..1/2" B4 89 Ibs LL 2271 Ibs DL 863 Ibs DL 2484 Ibs DL 2055 Ibs DL 2562 Ibs DL 873 Ibs Total Horizontal Product Length = 34-00-00 Load Summary Live Dead Snow w Wind Roof Live i Tag Description Load ad Type Ref. Start End 100% g0 /0 115 160% 125% Trib. Ta 1 w Un f. Lin. (plf) Left 00-00-00 16-00-00 700 263 n/a 2 W' Unf. Lin. (plf) Left 16-00-00 34-00-00 567 237 n/a Load Disclosure Controls Summary Value % Allowable Duration Case Span Location Completeness and accuracy of input must os Moment 6069 ft-Ibs 28 5�/0 100�/0 16 4 -Internal 9� be verilred by anyone who would rely on a verified Nos, e Moment 9 7478 ft-Ibs 0 35,1 /0 0 100 /0 22 3 - Right output as eve tieprco of suitability for r a i application. Output here based End Shear 2377 Ibs 30,1 /o 100% 14 1 Left on building code -accepted design Cont, Shear 3593 Ibs 45.5% 100% 18 1 - Right properties and analysis melhods. Total Load Defl, L/1324 (0.082") 18.1 % 16 4 Installation of BOISE engineered wood Live Load Defl. L/1710 (0.063") 21.1 % 16 4 products must be in accordance with Total Neg. Defl, -0.03" 5.9% 16 3 current Installation Guide and appfcable Max Defl, 0,082" 8.2% 16 4 building codes. To obtain Installation Guide Span / Depth 9.1 n/a 0 3 or ask questions, please call (888)234-0056 before installation. Allow % Allow BC CALCO, BC FRAMER@ , AJSTA9, Bearing Supports Dim. (L x W) Value SuoDort Member Material .� ALLJOIST@ , BC RIM BOARD TM, BCI@ , - BO Hanger Load n/a 3371 Ibs _ Unspecified - n/a Hanger BOISE GLULAMTM. SIMPLE FRAMING SYSTEMO, VERSA -LAM@, VERSA -RIM B1 Post 5-1/2" x 3-1/2" 9202 Ibs 56.2% 63.7% Douglas Fir PLUS@, VERSA -RIME, B2 Post 3-1/2" x 3-1/2" 8173 Ibs 78 89.0% Douglas Fir g.5% VERSA -STRANDS, VERSA -STUD® are B3 Post 3-1/2" x 3-1/2" 8651 Ibs 83 1% 94,2% Douglas Fir trademarks of Boise Wood Products, B4 Hanger -Load n/a 3145 Ibs Unspecified n/a Hanger L.L.C. CautionsColumn at Column at Bearing B2 analyzed for bearing only, column analysis Bearing analyzed y �s has not been performed,. y g y, n analysis has not been performed,. Column at Bearing B3 analyzed for bearing only, column analysis has not been performed, Notes Desi n 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. Page 1 of 1 ROWSE Single 3-1/2" x 11-7/8" VERSA-LAMO 2.0 3100 DF Floor Beam1FB05 BC CALC® 9,5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Tuesday, May 27, 2008 13:36 Build 91 File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: F1305 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports. ESR-1040 Misc.- Total Horizontal Product Lenqth = 16-00-00 Dead t-. _-., _.__.._...._ Live 236 Snow Wind Roof Live Load Summary Una Lin. (plf) Left 00 00 00 16 00 00 700 Aso% 125% Trib. 1 w Y e Ref. Start End 100 /° 90 / 115 /°_ Tag Description Load T a„ n/a Load Controls Summary Value % Allowable Duration Case Span Location - t 5375 ft-Ibs 25.3% 100% 16 2 - Internal Neg Moment -7573 ft-Ibs 35,6% 100% 1 1 - Right End Shear 2224 Ibs 28.2% 100% 14 1 - Left Cont, Shear 3580 Ibs 45.3% 100% 1 1 - Right Total Load Defl. L/1715 (0,056") 14.0% 16 2 Live Load Defl. L/2074 (0.046") 17.4% 16 2 Total Neg, Defl. -0,013" 2.6% 14 2 Max Defl. 0.056" 5.6% 16 2 Span / Depth 8.1 n/a 0 1 Allow % Allow arm � (L x wl Value �sp Support Member Material Bo Hanger g D/a 3190 Ibs Unspecified n/a Hanger B1 Wall/Plate 5-1/2" x 3-1/2" 9467 Ibs 78,7% 65.6% Douglas Fir B2 Hanger Load n/a 3190 Ibs Unspecified n/a Hanger Design meets Code minimum (L/240 � g ) 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 BOISE engineered wood products must be in accordance wilh 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, BCI® , BOISE GLULAMTM. SIMPLE FRAMING SYSTEM®, VERSA -LAM®, VERSA -RIM PLUS®, VERSA -RIM®, VERSA -STRAND®, VERSA -STUD® are trademarks of Boise Wood Products, L.L C. Page 1 of 1 rostrom Engineering, PLLC 922 1'2 Washington Street 46 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostronl [(,yalloo.Conl BY: DATE: 06�((/08 PROJECT: SIQtiV SHEET: I PRO.IEC1 ADDRESS:. JOB NO.: 07d 28 SUBJECT: Z&4A4J 3M f� 0, = ) 0 ?sF (1s, sF = ZqO ` t LiLr = Z0 PSt (1s,;Fr) = 3SO ?LF -i�p i -g ot, .. 18 ts>'�fs.s r= = Leo N-r Z0 TSF �17,JFi� z 31 0 ?[--F Wle?se (` ; ► 30' LF War ::.. 9,0?SF _-7Fi' It{0 C-F ZM 19 USr 59�1�" �/rt�SA,LAM X,d 3fo-o �j usE DF"" 2� Brostrom Engineering, PLLC Title : Smith / Romijn Job # 07028 922 1/2 Washington Street #6 Dsgnr: Mikael Brostrom, P.E Date: 3:50PM, 13 JUN 08 Description : 1510 Monroe Street q Port Townsend, WA 98368 Port Townsend, WA 98368 I Scope: iarsp' uua imeia.l Page 1 via ;80.1-Nov2006 Timber Beam & Joist __.._ h ^p .. fli'f37fi Yvro MarVY •9 Nllirdl'I I'hL,W Revision Description BEAMS Timber Member Information 000, Base allowables are user defined ode Ref' 1997/2001 NDS 2000/2003 IBC, 2003 NFPA _ ._ ­111 . .... ­­_ qjr�+u�rnvswr�,u irluumrs5uurr�oawwtlirimi¢!wmwwmi5uuau5u�w�lr�wiu �ww wmrml omr � �r mw Timber Section Beam Width Beam Depth Le: Unbraced Length Timber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Span Data Span Dead Load Live Load BM1.1 i 6.am5 25x9.25 in 5,250 ini 9.250 fill 11.50 Boise Cascade, Versa Lam 3100 Peal 3,100.0 psil 285.0 ksii 2,000,0 1.250 Manuf/Pine No . �INmmremi isuuu warwu�rwren ft, 11,50 #/flj 280,00 #Jfti 310.00 Ratio = 0.4108 Mmax @ Center in-k 11704 @X= ft; 575 fb : Actual psi 1,563,3 Fb : Allowable psi, 3,805.9 Bending OK fv : Actual psi 91-4 Fv : Allowable psis 356.3 Shear OK Reactions @ Left End DL Ibs� 1,610,00 LL Ibs 1,782.50 Max. DL+LL IbsP 3,392,50 @ Right End DL Ibs 1,610.00 LL Ibs' 1,782.50 Max. DL+LL Ibsi 3,392,50 Deflections Ratio OK Center DL Defl in -0.159 L/Defl Ratio 867.3 Center LL Defl in l -0,176 L/Defl Ratio I 783A Center Total Defl in. -0,335 Location ff 5.750 L/Defl Ratio 411.6 '►rostr6m Engineering, PLLC 922 1/2 Washington Street N6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom(ci yahoo.com BY _ �� DATE: L 6 /' d �0� PROJECT: .SM Ili-( d ,. p.H II'', R PROJECT ADDRESS: JOB NO: 07028 SUBJECT: SA -Al u + S- e h:12. W I cF s F tl �r ® T `i I _�._.�...--•cJf /s7V r , \Ou rQ � t' 3cr ci �C. l�r'fi 4f�� C,JD (1� CSC USA 2K fQ fir' @ z�! "o.c, �r .. w Brostrom Engineering, PLLC Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 150PM„ 13 JUN 08 922 112 Washington Street #6 Description : 1510 Monroe Street Port Townsend, WA 98368 Port Townsend, WA 98368 Scope "Ise �W,0W' .. t-CJov20o6 _ _. _,. ...... Timber Beam & Joist . Page 1 fl-1^�er �,VW�ktM�'Jr,B"�p vec r�4� cbt�W-200j N NEJACALC Err gralefmng Software o'rt�•26prluYbuln•swrrirll,rrwRevrsiotai 0 ` �oim ra�uL low=aVD Description RAFTERS 11 C, 2003 NFPA 5000 Base allowabl �user e_ 11 es are udefined Information ode Ref: 1997/2 211 000/2003 I Timber Member 00 �1NDS, pro R06 R06 R07 D+Lr R07 0.6D+w Timber Section .rsrau.arn1 75x7 25Versal-arnl 7501 67 2x6 2x6 Beam Width roll 1.750 1,750 1,500 1.500 Beam Depth in' 7 250 11 880 5 500 5.500 Le: Unbraced Length ft 13,00 13.00 6,50 6.50 Tlmber Grade Boise Cascade, Boise cascade, Douglas Fir - Douglas Fir - Versa Larn 2800 Versa Lam 2800 Larch, No,2 Larch, No.2 Fb - Basic Allow ps( 2,800.0 2,800.0 900,0 180.0 900.0 180.0 Fv - Basic Allow pstE 1900. 190.0 Elastic Modulus ksi 2,000.0 2,000.0 1,600.0 1,600.0 Load Duration Factor 1,250 1,600 1.250 1,600 Member Type Manuf/Pine Manuf/Pine Sawn Sawn Repetitive Status Repetitive Repetitive Repetitive Repetitive Center Span Data Span ft; 1300 1300 6,50 6.50 Dead Load #/'It 3600 21,60 36.00 21,60 Live Load #/ft 40 00 90.40 40. -96.60 Cantilever Span anowamwxnmommmuuwm Span ftl 2,00 2.00 4,25 4.25 Uniform Dead Load #/ftv 36,00 21,60 3600 21 60 Uniform Live Load #/ft 40.00 -90.40 40,00 -96.60 Results Ratio 07112 0,1216 07377 0.6345 uoamms� avram�r�mt ua��xmuiumm 18,84 1,65 3.06 a" 8,13 Mmax @ Center @ X = un-kl ft; 6.45 13.00 2,60 6.50 Mmax @ Cantilever in-k' -1.82 1.65 -8.24 8.13 fb : Actual psi 1,228.7 40,1 1,089 1 1,074.8 Fb . Allowable psi' 1,727,5 1,074.7 1,476A 1,694.0 Bending OK Bending OK Bending OK Bending OK fv : Actual psi G 54.6 37,0 58,0 73.7 Fv : Allowable psir 237,5 Shear OK 304,0 Shear OK 225.0 Shear OK 288.0 Shear OK Reactions momum�m�u�mrrew uxwor�w iu 66 98 40.19 @ Left End DLL Ibs, 228.4E 137.08 LL Ibsi 260.00 -587,60 130.00 -313.95 Max. DL+LL Ibs 48846 -450,52 19698 -273.76 @ Right End DL lbs 311,54 186.92 320,02 192,01 LL Ibs 346.15 -782.31 355,58 -858.72 Max, DL+LL Ibs! 657.69 -595.38 675,60 -666,71 _ Ratio � )if C�a�6ke,t;lu si O Dof ect a OK OK _Deflections � Center DL Defl in 0,196 _0.02��,�a�, oloos'a:rr�ca�, 0,005 L/Defl Ratio 794,E 5,826.7 9,247.8 15,413.1 Center LL Defl in'+ -0.231 0.119 -0,048 0.117 L/Defl Ratio 674.6 1,3133 1,615.E 669.0 Center Total Defl in -0 428 0,092 -0,048 0,117 Location ft 6,500 6,500 2,886 3354 L/Defl Ratio 364,8 1,6953 1,625,9 664,3 Cantilever DL Defl in 0.092 0.012 -0 141 -0.085 Cantilever LL Defl in, 0,102 -0.052 -0.157 0 378 Total Cant. Defl in} 0.193 -0.040 -0.298 0,294 L/Defl Ratio 248,2 1,206,3 3428 347.4 Brostr6m Entyineering,.PLLC tn 922 1/2 Washington Street P6 - Port Fownsend, WA 98368 Phone & Fax: (360) 379-6402 0 E-mail: iiiil<aelbi-osti-oiii(i)yalioo.coi-n DATE: --H // KO f 3A) SHEET: B Y�� 6�L� D A 0(, �(3/08 PROJECT: Sm I I PROJECT` ADDRESS: SUBJECT: C, I 7-0? Z r- 7) -To -? c tbcyK-P g, I Z, S C-o ?4E�- - F o 11 U-),, = 7. z Ft-F (is tIC-APZ7, ,S FAA P, = a Y7 P5 199L&S C(EAz- 57-0-P-1 0-P�LO JOB NO.: ? 2 Vc?S,4-LA M -z"g-31P-0 cAmc t-,cAD ?Areiem As iW. BOASE Single 1-3/4" x 9-1/4" VERSA-LAM(g) 2.0 2800 DF Rafter\R04 BC CALCO 9.5 Design Report - US 3 spans I Left & Right cantilevers 1 8/12 slope Friday, June 13, 2008 14:01 Build 91 24" OCS I Repetitive File Name: 07028 Romijn-Smith.BCC l� Job Name: 07028 Smith / Romijn Description: R04 z Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc.. ... -js 12 w e,n . • _. v v �r.- �,_.. , �. 7 .. �_.. .._ _.. _ ..,..a... _ 03-00.00 B1„ 5-114" DL 390 Ibs SL 282 Ibs ........... Q _ ,r .. . P 09-03-00 E�2 3-1/2" 0-00 0 DL 237 Ibs SL 188lbs Total Horizontal Product Lenq_th = 13-00-00 Load Summary Live Dead Snow Wind Roof Live OCS 1 Standard Load Unf. Area s Left 00-00-00 13-00-00 22 17 TagDescri tion Inroad Tjr e (p Ref. Start E1vd 1(tfdl� 110 / 115% 24" Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 776 ft-Ibs 10.8% 115% 194 2 - Internal Neg. Moment -374 ft-Ibs 5.5% 115% 193 1 - Right Cont. Shear 405 Ibs 11.4% 115% 195 2 - Left Total Load Defl„ L/1847 (0.072") 9.7% 194 2 Live Load Defl. L/3728 (0.036") 6.4% 194 2 Total Neg. Defl, -0.061" 8.1% 194 1 - Cantilever Max Defl. 0.072" 7.2% 194 2 Span / Depth 12.0 n/a 0 2 % Allow % Allow Bearinq Supports Dim. IL x WI Value Support Member Material B1 Beam 5-1/4" x 1-3/4" 672 Ibs 9.8% 9.8% Versa -Lam 2.0 B2 Beam 3-1/2" x 1-3/4" 426 Ibs 9.3% 9.3% Versa -Lam 1.7 Slope and Cut Lenqth Slope Facia Depth Horiz. Len ttt Product Lenath Plumb Cut with Hanger to dbl. top plate 8/12 011 13-00-00 15-07-08 Notes Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) 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 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@ , AJSTA°, ALLJOISTR , BC RIM BOARD, BCIO , BOISE GLULAMTM, SIMPLE FRAMING SYSTEMO , VERSA -LAM@, VERSA -RIM PLUS@ , VERSA -RIM@, VERSA-STRANDO, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Brostr6m Engineering, PLLC Title : Smith / Iorniln Job # 07028 922 112 Washington Street #6 Dsgnr: Mikael Broslr6m, P.E Date: 3:50PM, 13 JUN 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Port Townsend, WA 98368 2 z" 5 Scope: M4'e RDIRX ISt Page 1 US& OV-+O�i0682, VN A t NO" Wi l Timber Beam & Jo 0702E ruaraioyrd-a vtlVwecwRevisian, ay�700 ri��l�r:wer�p';Arr irugprur¢,rriM71*[arlvrwor� Description CLEAR STORY HEADER Timber Member Information %ode Ref. 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined Timber Section Beam Width Beam Depth Le: Unbraced Length Tlmber Grade Fb - Basic Allow Fv - Basic Allow Elastic Modulus Load Duration Factor Member Type Repetitive Status Center Swan Data Span Point #1 DL LL @X Point #2 DL LL @X Point #3 DL LL @X x�+ice CLEAR STORY HEADER I:HrsaLam5,2.5x7 25 in'I 5.250 inl 4.000 ft 8.00 Boise Cascade, , Versa Lam 3100 psi, 3,100.0 psi, 285.0 ksi� 2,000,0 1,150 Manuf/Pine No ftl 8,00 lbs 237,00 lbs 188,00 ft 2,000 ibs, 237.00 lbs', 188.00 ft 4.000 lbsi 237,00 lbs, 188.00 ft4 6.000 Ratio = 0,4087 m rug a Mmax @ Center in-k 20.40 @ X = ft' 4,00 fb : Actual psis 1,457 1 Fb : Allowable psi',, 3,565,0 Bending OK fv : Actual psii 45.5 Fv : Allowable psi' 327.8 Shear OK Reactions @ Left End DL Ibs! 35550 LL Ibs, 282.00 Max, DL+LL lbs i 63750 @ Right End DL lbs ' 355.50 LL lbs i 282.00 Max DL+LL lbsi 637,50 Deflections RatioOK Center DL Defl in! -0.185 L/Defl Ratio 518.2 Center LL Defl im -0,147 L/Defl Ratio 6532 Center Total Defl in -0,332 Location ft' 4,000 L/Defl Ratio 289.0 rostroin Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrost•om((�yahoo.com 1:��: 4.3ATIE: 7 e�� �� ��, Q°U��_�Jli,�:`P� @W4 �,_o l-J� SHEET: 2 .,r? JOB NO.: Duo z? PROJECT ADDRESS: -•mm- SUBJECT: p _ 3 3 3 L-b5 f7( 9 7, t-Z 5* 3 k I c-165 TD = z4(,706-5/6b 7 _- U,5 C: x - 6 Y Ljl/ G < h .. 5 r, Brostrom Engineering, PLLC Title : Smith / Roniijr1 Dsgr�r: Mikael Brostrom, P.E Job # 07028 Date: 3:50PM, 13 JUN 08 922 112 Washington Street #6 Description : 1510 Monroe Street Port Townsend, WA 98368 Port Townsend, WA 98368 Scope .. _ m_ — _ — Page 1 V$e m W4r 1 Novx00 C5 q Footing Square Footi Design 07 E}9H aa�rtrruasa•��rrnitl�� ru+�w I v�55,n�'ro 3 ENi,A �A.1:.0 Fogg reA��iu 44 Wlwafe Description F5 Code 02rr997 UBCw 200OIBft 3 NF 200 PA 5000 rruu�w¢x��mvuurwmorrrrwEu� +wou,mrmReF General Information Footing Dimension Dead Load 3.740 k 5.340 k Thickness 8.00 in Live Load Short Term Load 0.000 k # of Bars 3 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 145 000 psf fc 2,500.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL & ST Loads Combine Load Duration Factor 1,330 3,50 in Allowable Soil Bearing 1,500 00 psf Column Dimension Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design, Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Retnf.,__..t.., . ... ..... orcing Rebar Requirement Actual Rebar "d" depth used 4.500 in As to USE per foot of Width 0.173 in2 200/Fy 0.0050 Total As Req'd 0.475 in2 As Req'd by Analysis 0.0024 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0,0031 % M Footing OK 2.75ft square x 8.Oin thick with 3- #4 bars Max, Static Soil Pressure 1,442,33 psf Vu : Actual One -Way 35.29 psi 85,00 psi Allow Static Soil Pressure 1,50000 psf Vn"Phi : Allow One -Way Max. Short Term Soil Pressure 1.44233 psf Vu : Actual Two -Way 110 29 psi Allow Short Term Soil Pressure 1,995,00 psf Vn"Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... i Mu :Actual 1.69 3 # 4's 2 # 5's 2 # 6's Mn "Phi :Capacity 2,83 1 # Ts 1 # 8's 1 # 9's 1 # 10's Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 User KW-0606621, Wm 56 0, 1-Nov 2006 l;c)1963-2006 ENEEkQ,:AL Software Description F6 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 3 50PM, 13 JUN 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : 'r,,0 Square Footing Design Page 1 O'1()26 sc 617T �i'�•'ti».igtt H'i:NJ Hoa^.tiCpn, 1 Code Ref: ACI 318-02, 1997 UBC 2003 IBC 2003 NFPA 5000 General Information ..._ I. JWY k'N'u'!>PIIil,Tm;91VY'INtlWY'VC. ENV tOb9 6'NIidMU�PP A Dead Load 1.200 k Footing Dimension 2.000 ft Live Load 2.300 k Thickness 8.00 in Short Term Load 0,000 k # of Bars 2 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 145.000 psf fc 2,500.0 psi Concrete Weight 145.00 pcf Fy 40,000.0 psi LL & ST Loads Combine Load Duration Factor 1 330 Column Dimension 3 50 in Allowable Soil Bearing 1,500.90 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing _i ��, ' a i ' VW�u'fll�ro�liJWVf,'W'dP�G',!'G�'1iV8lMtll!'"'^kiiiiiJl4P+��"M°Y.�OMdNtl%!",�rm�M%CCmYWIW;�'J+AIX W�u"�WI"6NIX&PJGM�lXdV�Vq„,�IV� �`�. Rebar Requirement Actual Rebar "d" depth used 4.500 in As to USE per foot of Width 0.173 in2 200/Fy 0,0050 Total As Req'd 0.346 in2 As Req'd by Analysis 0.0009 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % E=ar Footing OK i 2.00ft square x 8.Oin thick with 2- #4 bars Max. Static Soil Pressure 1,116,67 psf Vu : Actual One -Way 15.40 psi f Allow Static Soil Pressure 1.50000 psf Vn'Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,116,67 psf Vu : Actual Two -Way 42.86 psi Allow Short Term Soil Pressure 1,995.00 psf Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections.., Mu :Actual 0,63 2 # 4's 2 # 5's 1 # 6's Mn ' Phi : Capacity 261 1 # 7's 1 # 8's t # 9's 1 # 10's erostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 �rdcv 56000 U c r 'Vd 061368J V Ver 8 0 1 Ni ✓ )006 rrl i�al73 �dWi NP"V2CA C Eo mah7t%vwlo SgAwWO Description F7 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostr6m, P.E Date: 3:50PM, 13 JUN 08 Description : 1510 Monroe Street Port Townsend, WA 98368 7 Scope : Square Footing Desi n Page 1 ;7 � t) G17(9 m�nM igrr•�+1u0.6r 1^+:nw nCMSwcurw 1 "ref'tOf"�i information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 w _.. wmaiornwNi mN Nm� N m� ew Dead Load 2.750 k Footing Dimension 3.000 ft Live Load 7.000 k Thickness 8.00 in Short Term Load 0.000 k # of Bars 3 Bar Size 4 Seismic Zone 4 Rebar Cover R 3.250 Overburden Weight 145.000 psf fc 2,3.250 psi Concrete Weight 145.00 pcf F y 4,500.0 psi LL & ST Loads Combine Load Duration Factor 1.330 Column Dimension 3.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C 2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 4.500 in As to USE per foot of Width 0 194 in2 200/Fy 00050 Total As Req'd 0.581 in2 As Req'd by Analysis 0.0027 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 00036 [:2u:rn�r7af�'� Footing OK 3.00ft square x 8.Oin thick with 3- #4 bars Max. Static Soil Pressure 1,325.00 psf Vu : Actual One -Way 37.87 psi Allow Static Soil Pressure 1,500 00 psf Vn"Phi : Allow One -Way 85.00 psi Max. Short Term Soil Pressure 1,325,00 psf Allow Short Term Soil Pressure 1.995,00 psf Mu : Actual 1,91 Mn " Phi: Capacity 2.61 Vu : Actual Two -Way 124.08 psi Vn"Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections ., 3 # 4's 2 # 5's 2 # 6's 1 # Ts 1 # 8's 1 # 9's 1 # 10's d rostrom Engineering, PLC 922 1 2 Washington Street tl6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrost•omLr?yalioo.com Bl': DATE: 06+0 ,i PROJECT: �/u �� � p� o M.� � Ai SHEET: i SUBJECI w co "A;' I) () _I F" D'(d i) + (e..) 2 —26,� . 7 P 6 n, A LLS JOB NO.: Zg ST7'\, 3 F�-) ��,7z. r I0,G ra3 , et P L rostr®m Engineering, PLLC 922 1/2 Washington Street :,46 • Port Townsend, WA 98368 Phone S-, Fax: (360) 379-6402 • E-mail: mikaelbrostrom(r)yahoo.com BY, PB DA E ; 0� ( 0 �08 PROJECT: ,�,...h( 17V ROM -4 A) Sig EET: .� . PROJECTADDRESS: wiB No.: 67 SI.._�BJIi C,,l.: Wr I OPLI t D = Z 1,&?(-r W3 - 4s. 2 PSF (Z,-7) = - ?L I ?�-F (I 9-F 'Y 7,1 G T(-F 5-F -.7 �?/-2 + q D, It ?(-F Fr) - Ft- r7 a'r r j (1,15F) - `�0.4��f C.F'.4F7 (1 5,C.F i) 3 r 5 ,, 0 L-6 s zo.: � - _ ° 0 11 ?LF (0.7 � r;,`/z + -im �� r (u��� F% `/z + �o?L-F 7. -r)(84FT . ) t- Rd_`t?Lr (113rT)( 16, 1 C7) ?A( (O) r© A - 5 2 3S Brostrom Engineering, PLLC 922 1/2 Washincton Street #6 • Port. Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom a,yahoo.com DA M: 1� R ��a If ROPECT: SM (71f r?C)M( Je,) SHEET: 3 PROJECT ADDRESS: _ JOB NO.: 0 ADZ$ SalWEC' p_.: o{nlU o t-@Fa D= 2`.?Li s A R RA R� L A MA _ _zu,?e-FC��� � ��. ?(-r� r)L .. . 3 &0 LIS �3 Brostrom engineering, FLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com 02 0? PROJECT: Sm( iN Oti((�0�% SHEET: DATE: Dy ....a�.... BY: M u..._� ...._.._ PROJECT ADDRESS: i S!O NMP46 5 6I ,u FoOT l WM �,67^J), LJt 9 936 s JOB NO.: D 7 zt SUBJECT: ��F. — ........ m, . �.. �.. d.... ...._ .n. ��' � ...�._ . .. ( � �. ' U� T"c�'�-+4 (� C �L � � .��, r�i,..� r.. � � J7 1��M I � nJ f P ..� s.e...�._ �......� � � ........... _... VE R% c r4 �— A4A L. 515 L, 4T-E ?-,4 t— A A t_y 5r.,a Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend. WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaeIbrostronl@,yahoo.com f' p SHEET: _ ._.__.... BY: i'cB DATE.; 4Z ? gq'. PROJECT: 'IS MITH JOB NO.: D PROJECT ADDRESS: - SUBJECT. n }Roe F `I,Lv0F1t%J -i Z. SOCATMi,oCI 1 PQ5Scs ok 1, 9 I A) S A -r cj-ea 1 IL6 F LO-0.7, V E ;L e� o t) 3a C) rLc�rT`�. JoG� i (III/g T31 I#J3#JLATc0-e%J '()Sr T ILG EK i wAL - SI DEN C, 3,0 PLK w 0 0 1►S I-JSuLAT'ION >, 1 z 1-2.3 F, �-ruei� W 7 wALJ_ I' Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom a yahoo.com DATE: SHEET: BY: 6 PROJECT: SM �i7i'�oti(fn1 JOB NO.: �ES�aZ Ty o ago �Si Li VC LoAC>,S IDS I A Tr -I c- w /o s7- ►de,to 10 I l>NINfFr(r fT'�� �-k zo ATric-. w� ffo+zir,4TIL �C A Tr tC— Atkab -e-. AP, 34 40 ALI- OT146X ARc: of S �A.C-DN IF-, No7 �k c�.i=� nJC, I00 FI Z 'DECKS 4o oN oN15 vQunc FboT SD u 5 E S7-K65S fNc RCA Fke r = 1, 33 N crw 6 K 0 to nN D o-A D AScc 7 cNsl �7 i.t� Brostro n Engineering, PLLC 922 1 /2 Washington Street 46 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402- • E-mail mikaelbrostroiii@vahoo.com BY: Iq DATE: c"�2 �z��C7�' _ PROJECT: SM 11I/Z_OM 1�/j SHEET: VI_ PROJECT ADDRESS: 0 ]O JOB NO :a...w..__ SUBJECT c. r I LTAJ 1 iro trZO�F L.I V � .._ _ . a I Y Zo i F m OF 10c-t4as FOOT �1L i 60o Fr= F-S � r = z0 ?Sr l� Q,ovl At l � - 0. o F zO?sr= W I � `t'S r -4- G 'T v QY SNazJ 1.'z5 Brostr6m Engineering, PLLC 922 1/2 Washington Street 46 9 Pol-t '['ownsend, WA 98368 Phone & Fax: (360) 379-6402 o E-mail: iiiikaelbi-osti-oill@yalioo.coiii BY. DATE: 0 )-/_7� ' PROJECT: SA I M- I Z^j SHEET: e PROJECT ADDRESS: SUBJECT: V3 9E MPH w � X p ?Sze, tj a-,F 21, 1 10 10 10 JOB NO.: 07 01 Z 9 ( (, o ci.. 3 4--j -p 4 S. c 6 .7 5 71 0IJ & , Y !-- C A"ST 14,1-9,1 Z ID (M X F"7 CN -= 0. 1 U3 F 7- 1 -= 3 F 7 Ot <, O-Li k = 0,4c22F-') = 8 8 F7- 5.3r3 FT- 10, C" F Kit, 'Z N. 113 FT K, = 6, as LjoFT V�'= (I L 'v 6p o o F Ll CO 4 P 6 AJ CkJ T 6 ?nee- '— A I-LAj �vief- so V-7-t Brostrijm Engineering, PP'LLC 922 1/2 Washington Street 96 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY. DATE: O 1 z8 /O 9 PROJECT: �M 1 i N F 0" f -J AJ SHEET: PROJECT ADDRESS: JOB NO.: z)7o:zE SUBJECT: r � . l R, 1,0 OnE Szof-Y/ I . I i u>0 5707, �(f P 2 TT�'�G TA D,7 - A S D S o s = 2/3 sm s fi SMs P,50 /4,8,I FQ = I,oa T-A u SOS r ✓ oMlo OCLvpA,UC�(-vt7'EG��`!i = i 7A'T�t !- I rostrom Engineering, PL C 922 I/2 Washington Street #6 • Port'T'ownsend. WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrosn•om@yahoo.com "rM,e rovNz)A ,+a7%4 DC;PnN Is 11A5c:7) Chi AAtNIMUM P-noT'1of6 �P(At Ems►0-Ncj, AS 5-7' F""O'NTV IN 7-A164Z I�to���1�� ;-oo(o Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com / , t I i 0! t 1 �lJ BY: _._ DATE: PROJECT: b3 � I y f 0� _ _ f : �` .., � _. _. SH EET: PROJECT ADDRESS: JOB NO.: SUBJECT: _ Kt `( /M AC U PEE- ®r w I f. fi I' d Brostroiin 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 .3 , 4 0 FIR()JECT: ISM I17174 SHEET:, vl �. PROJECT ADDRESS: JOB NO. D% yw Brostr6m Engineering, PPLC 922 1/2 Washington Street 46 o Port'Townsend, WA 98368 Phone & Fax: (360) 379-6402 0 E-mail: iiiikaelbi-osti-oiii@yalioo.com BY: M '6 DATE: PROJECT: SHEET: PROJECT ADDRESS: JOB NO.: e7ozg SUBJECT: 'KICII M-!�'?Ill Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 U er WGAM=0Y i�nEY16. V'er ", Ft a 1...d�r7✓- �17t7P4 e 9n dE1�' ',"Oa43 041"R.(ALC SO%Varei Description RIDGE Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P.E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Timber Beam & Joist Page 1 07028 gomijpnsmo4RW ecw:Calculations Timber Member Information ;ode Ref: 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined - „ �rrwwumreumiwu�a!v;�a�a u!araalasmrc�reuirmaroi�s mupmni l RIDGEI Timber Section VersaLam5 25x14 Beam Width in:: 5 250 Beam Depth in 14,000 Le: Unbraced Length ft 27,50 Tlmber Grade Boise Cascade, J Versa Lam 3100 Fb - Basic Allow psii� 1,953.0 Fv - Basic Allow psi!! 285.0 Elastic Modulus ks( 2,000.0 Load Duration Factor 1.250 Member Type Manuf/Pine Repetitive Status No Center an Data p uirt - ia�l � mawirsm ��saimRa�4�iree�^l0uvrati�r�l!urea+at�VmawGmnurEwure�aaxumua~+or�m�miam����a:tee°xaw�uwtratuursuum�w Span fto 2750 Dead Load #tft, 54,00 Live Load #/ft 60,00 Dead Load #/ft 126,00 Live Load #/ft; 140.00 Start ft; 13,500 End ft 27,500 Results Ratio - 07603 °,.. hiKu �urro rasa wanw�r�wirrdrcoimY,r+Grcra�uiutl�uur�0ir�raerrmuHw�Va�mr� w�� im�rlt�rer�rrus!r�ur4�+�w�. i�summui Mmax @ Center in-k 297,89 @ X = ft 16.06 fb : Actual psi; 1,737.0 Fb : Allowable psi! 2,284,5 Bending OK N : Actual ps V 80.1 Fv : Allowable psi! 3563 Shear OK Reactions ��v6 ml �ru� ta�si�mlruu�vawmwradus�Tmrdrv�m�rl�ro:mrwwm �o��m�a�rwruw��+w�aaVVrom:u�srrrsrulrEar!r;�mi ��unrarmr��~rruw�irr�ivaErmumuiulmmics9� @ Left End DL Ibs 1 1,191.52 LL Ibs 1,323.91 Max. DL+LL Ibs' 2,515.43 @ Right End DL Ibs 2,05748 LL Ibs 2,286.09 Max. DL+LL Ibs 4,343.57 - - Deflections l4:; 0K Center DL Defl in i -0.638 L/Defl Ratio 517,0 Center LL Defl in; -0709 L/Defl Ratio 465,3 Center Total Defl in -1 „348 Location ft; 14.300 L/Defl Ratio 244.9 Brostrom Engineering, P:L C 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: DATE: D 3 I f 4 IO FS PROJECT: SM 1 TH y .( I �/1J SHEET: cO(ND U?L(f i W.Z. = -'3d ?sF 1.C, F ) = -- �8 ?LF 0D = Ig ��r (, �F-) L.o--A D ec9M b. (� t W J. Y 5, 3' `t , `t 5, 3 3, 3 -D,(.(zg,�7�F)(23,3fr-)�/z + 2,3k-F S,Yr'r'z ftf8F!_rCRwGtT)(10,7,FT) 1 t-F $,8r ��(19,' FT) FT) = D DVS (7-8.9?LF)(Z0F",)t/z - 0,c, . FLF)l3,3rw.r~J/ +�2,3?LF 3,"F7) z �2,3?LF��.y rr)t/z 40Ti- 7)((012FT -7 2,.3Ptj(f,4t1r c7,-1F) '�A Li l_3 S Brostrijin Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: i-nikaelbi-osti-oi-n@,yalioo.coi-n /V( DATL 03/ -T: T BY: Z)A) S H E ET: V 7 P ROJ ..... ..... . JOB NO.: 0 7o),il PROJECT ADDRESS„ SUBJECT; A F 7 C'12,S op - IFPSF -5- 20 ,#r 6,. 7 S" Y,2-!7' 03 3 ?A-,\) =- I �'- q " , 2 , -2 11 7I 14 qo ?I-F- c' Ve7P,504LAAf 40 2966) P/ 0 I'V ocz-s A -LAAf 2", 2-g 1) 0 �7 G 0. I NO Single 1-3/4" x 9-1/2" VERSA -LAM® 2.0 2800 DF Rafter\R01 BC CALCO 9.5 Design Report - US 2 spans I Left cantilever 1 2/12 slope Friday, March 14, 2008 21:48 Build 91 19.2" OCS I Repetitive File Name: BC CALC Project Job Name: 07028 Smith / Romijn Description: R01 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Rornijn Company: Brostrom Engineering, PLLC Code reports: ESR-1040 Misc: 12 20-00-00 03-04.00 82 B1, 5-1/2" DL 326lbs DL 456 Ibs RLL 320 Ibs RLL 436 Ibs Total Horizontal Product Length = 23-04-00 Live Dead Snow Wind Roof Live Load Summary Load Type� Ref. Start End ° ° 100 /° �90 /° ° 160% 125% OCS 115 /° Tag Description Unf. Area (psf) _ Left 00-00-00 23-04-00 18 20 19.2" 1 Standard Load Load Disclosure Controls Summary value % Allowable Durations Case Span Location 2 Completeness and accuracy of input must be verified Y y anyone who ou'lri rely on Pos. Moment 3184 ft-Ibs 38.9% 125% 125% 173 5 -Internal 1 - Right output as evidence of suMlability for Neg. Moment -364 ft-Ibs 4.7% 125% 173 2 -Right particular application Output here basedon End Shear -644 Ibs 16,3% - Left buitding code accepted design Cont. Shear 658 Ibs 16.7% 125% 2 properties and analysis alethods. Total Load Defl. L/260 (0.937") 69.3% 173 installation of BOISE engineered wood Live Load Defl. L/514 (0.473") 46.7% 173 173 2 1 - Cantilever products must be in accordance mth current Installation Guide and applicable Total Neg. Defl. -0.479" 63..9% ° 173 2 building codes. To obtain Installation Guide Max 37' 93.7 2 or ask questions, ptease call / D Span Depth 25. 5.3 n/aa 0 (888)234-0056 before, installation. Allow CALCO, BC FRI BC Beartncg Su of tS i�'o Dim. t _x W �._. Value /° S14'8%0 �° _ 12 _ al ALL OISTO OAE IM, B00, F MG , BG& SE "GLULAM m,RIM SIMPLEdG 61 Wall/Plate 5-1/2" x 1 3/4 892 4%r ° Douglas Fir Doug SYSTEtw 04 VERSA -LAM , VERSA RSA -RIM B2 Hanger Load n/a 646 Ibs Unspecified n/a Hanger , - Pt US(9 'VERSA RIM@, VERSA-STRANDO, VERSA -STUD@ are Slo a and CUt Mren 't l Sloe Facia Depth Horiz. Let th Product LSn 1h trademarks of Boise Wood Products, Plumb Cut with Hanger to dbl. top plate 2/12 011' 23-04-00 23-07-14 L,L.C. Notes Design meets Code minimum (L/180) Total load deflection criteria. Design meets Code minimum (L/240) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Page 1 of 1 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : U i OV-060,3021Vrin s80,1-iNnvr 00i Multi -Span Timber Beam Page t d )9,9K�200$ F PgF1'{CAL C d:nou ,o-rtn og Softw -ne 07028 eom qnr ., riutln+'tim Calculaiian5 � N! lr�tl7�lw'k�n"'upPo�l N!�1 I�ntiR�11�'M�iV1'�w,�Fk'%%.�It(A+�i�wfk,Nd' ¢uW� 7�EMM�M1r!�i�Mal'V,V,I'.WPMt',7�I IN'' mw�IYd?p�M��Wp!9UrYmm'f�m�` Description R02 General Information Code Ref 1997/2001 NDS 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined an �� mm�mo��u���n��win�m�uya�wa¢nni�i mttmna�� cp, iim omm�d 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 1.250 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information mom rm�umrx xwx�u�tnn�mvtflr�r�mrve wawmwar�m��ror°mx�xa� �i Description LEFT (MIGHT CANT Span ft i 5.75 6,75 4,25 Timber Section 2x8 2x8 2x8 Beam Width in 1.500 1.500 1,500 Beam Depth in 7,250 7,250 7,250 End Fixity Pin - Pin Pin - Pin Pin - Free Le: Unbraced Length ft 5 75 6 75 4.25 Member Type Sawn Sawn Sawn Loads _.. q'�m,*' IYafNMM'Uf",�N,rii�+"+ONI"!8'Yin'�'„�IVaU'ui'd'GYltrai0',W„7�a,iIP➢'��a17�tleWMV+aI^,0arvllul,�',�q9U/11W+"u;amfVY,�,���a'+aWufrM1,M�'YrVRGtt�i`PB,9MlN��u'a"Pr,��"69 rY"urr;1�A'aid�M�'i!iYXrN,6.'iMUlItuV'991k,�0i+e�,'�4,VP✓,t1k,"�Yl�kl!;aN7�X611;81' I Live Load Used This Span ? Yes Yes Yes Dead Load #/ftl 3600 36,00 36.00 Live Load #/ft 40.00 40,00 40.00 Results Mrnax @ Cr1tr in-k' 27 0,3 0.0 @X= ft 2.41 Z43 425 Max @ Left End in-k 0,0 -2.3 -8,2 Max @ Right End in-k -2.3 -8.2 0,0 fb : Actual psi 2055 626,8 626,8 Fb : Allowable psi' 1,297-9 1,209.0 1,406,5 Bending OK Bending OK Bending OK Shear@ Left k 0.18 0.18 0,32 Shear @ Right k 0.25 0.33 0.00 fv : Actual psi, 28.3 38,9 38.3 Fv : Allowable ps'i� 225,0 225.0 225.0 Shear OK Shear OK Shear OK Reactions & Deflection t3L rr Left k 009 021 0 31 LL cs Left k- 0 10 0.23 0,34 Total @ Left k 0.18 0.44 0.65 DL @ Right k 0.21 0.31 0,00 LL @ Right k 0.23 0,34 0,00 Total @ Right k 0.44 0.65 0.00 Max. Deflection in; -0 016 0,013 -0,146 @ X = ft 2,68 4.90 4.25 Query Values WI'w'�19�i'fn+41ll'�dY1!'"YY�dll�lP�'+,'��I�I�Y7kRiW"v',MiWVMEM'Y�"Ni'�1f,�JrwHUWS'I%!;�"+�`AYf1W7 kflt�"'7JY/47/y'g4kbY�;7Y�'�7@�'PoJVN�N'YJ�?lX Ei11NN'7'�VPU�rld�M4Nl�%ynli�^'NI�Mt7U9V2,'N!W'�VSm+M��^lYIPo'PIIV7�°"i�'�I'M'"'N!�MMiI�TPY ,wi�YV I pN r�IWdC '. Location ft 000 0,00 000 Moment in-k' 00 -2 3 -8,2 Shear k l 0.2 0.2 03 Deflection in- 0..0000 0.0000 0,0000 Brootr6nEngineering, PLLC 8%21/2Washington Street #G Port Townsend, VVA9U3GO Rov Title : Smith /Romijn Job #o7oze ooencM|xao/ummmm.ps Date: twpM. uAPnoo Description : 1omMonroe Street Port Townsend, WA 98368 o"ove. Timber Beam & Joist Page 1 Timber Me I m I ber Info I rmation ',ode Ref: 1997/2001 NDS. 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 1j, Timber Section ,sal-ann`zm25versal-ani/om25 um Beam Width m' 1750 1750 1500 Beam Depth in; 7250 72*0 7,250 Le: umvmceuLength ft 1275 12 25 9.75 Timber Grade Boise Cascade, Boise Cascade, Douglas Fir |versa Larnz80o Versa Lamzmm Larc^.w".2 pu Basic Allow psi 2,800.0 2,8000 snno ry Basic Allow psi| 190o 1900 180,0 Elastic Modulus xsx| 2,000,10 2.0000 |.ono.o Load Duration Factor 1250 \,uno 1�250 Member Type ManunPino Mo^u0Pi^o Sawn Repetitive utomo Repetitive Repetitive Repetitive Center Span Data j Dead Load Wk 36,00 36,00 3600 Live Load */ft/ 40,00 40n0 4000 Point #1 oL lbsi 74,00 @X ft, 2500 Cantilever Span Uniform Dead Load #/ft! 36,00 3600 Uniform Live Load #/ftj 40.00 40,00 mmax@ Cantilever in-k� '231 0,00 'zuo mi Actual psi; 1.173-4 /.1894 7741 ru:Anowuble 1.759�3 1.826,3 e000 Bending OK Bending OK Bending OK w�Actual psi' m*V 56.7 4e3 pv i/uwwomr psi zn7� zar� zz�o Shear OK Shear OK Shear OK Reactions Cantilever oL000 vn� oVoa 000* Cantilever uLoeU m� 0/03 0.060 Total Cant, Don in 0 196 0,114 uoennamo 275.2 526,6 Brostro-m Engineering, PL,LC 922 1/2 Washington Street 46 9 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: iiiikaelbi-ostroi-n@yalioo.coiii BY: DATE�%%offS1 lrd:,,TI v I'll - JOB NO.: a7<929 NSF ',O"F (13-Tr) Z 37411 � C -q Hv?, 3 ?5f ( 12,5rr) 2?L,� -F gO P,5F(f 2 7N, tj F5 F, S?O TLF 6?4-AJ W.9 d I-A14 2,-9 310-0 77,� vam LA /q 2, Ylt- K T/4 " VOU LAA 31 (>0 Brostrom Engineering, PLEC 922 1/2 Washinl-ton Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com Y: DAM 03bg / D PROJECT: l PTl-t � P 0M r 111 SHEET: PROJECT ADDRESS: JOB NO.: 07O ZE SUBJECT: ae .��. Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 DescriptionW HEADERS 1, 3 - 5 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Timber Beam & Joist v ptlh E rwPCa9 afa ions e r n ;ode Ref: 1997/2001 NDS, 22000/20003rIBC 20033 NIFPAA 50100 B11 ase allowa11 bles are user defi Timber Member Information -ned HDRI HDR3 HDR4 HDRS HDR6 Timber Section %ersaLarn3 5x7 25 VersaLani3 5x7 25 Vensal_am3 5x7 25 4xii VersaLam3 5x7 25 Beam Width to 3 500 3,500 3,500 3.500 3 500 Beam Depth in 7,250 7,250 7.250 7.250 6.500 Le: Unbraced Length ft, 9,50 9.50 12,00 9,50 7,50 Timber Grade Boise Cascade, Boise Cascade, Boise Cascade, Douglas Fir - Boise Cascade, Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Larch, No.2 Versa Lam 3100 Fb - Basic Allow psi' 3,100.0 3,1000 3,1000 900,0 3,100.0 Fv - Basic Allow psi 285.0 285,0 285.0 180.0 285.0 Elastic Modulus ksi, 2.000.0 2,000.0 2,000,0 1,600,0 2,0000 Load Duration Factor 1 250 1.250 1,250 1,250 1 250 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Sawn Manuf/Pine Repetitive Status No No No No No Center Span Data ... � I �°�i� �NYM1Wtl�'V:�'BriUtlWN�IB�"+ICI✓�IW.�'Yl7NkW,L1MCYw�N@Y!�i@�4�1�&,11iJ%;aHfiJ�AN�Yr�li PoiflC,P¢I01J��JOD)J�7I�VV1�'V(N`�Y�;IG1F*'�iM'�'N,III!1111YV!�"i!JW1�iNI�NIGWNW9�WuCV�4hVe�I�dNgkMNPo��PoN'�Y.,%�"UM�141� !% Span ft; 9.50 9,50 12,00 9,50 T50 Dead Load #/ft 243,00 190,00 134.00 144,00 126,00 Live Load #/ft 27000 210,00 148.00 160.00 140,00 Results Ratio = 0,6027 04699 0.5361 09334 0.2394 ` �%t�� W!�aivrFwuJr�7,�1�p�'b;W�i'Rt .°',r�Ul"i7��'�iYP7i54t98ilu1IfPA0RVWYIb�lid87tlU6i%�'"."�r�+rY!vr�'0.'�MINmNv��ttfifliGWICIM�.M71�IFvw,NLrDll!:�J�'rG+dl�vniliCa!�"t�7rWl�i�'��7!'�W�ui �lh'�s;',�"�I!WWIOrcd�,IMIiL�IVr s I' �N !� Mmax @ Center iru-k 6945 54.15 6091 41,15 22,44 @ X = frt, 475 4,75 6,00 4.75 375 fb : Actual psdi 2,265,0 1,766.1 1.986,6 1,342.2 910,7 Fb : Allowable psi, 3,758,3 3,758,3 3,705.9 1,437,9 3,803.3 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual 126,8 98.8 904 75,1 56.3 Fv : Allowable psi 356.3 356.3 356,3 225.0 356.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions rre, x s w�472 Fr n Le @ ft Ed DL lbs 902r5oOrxuw�,mm804,00ti14cror 684.00 .50 LL lbs 1,282,50 997,50 888.00 760.00 525.00 Max. DL+LL lbs 2,43675 1,900,00 1,692,00 1,444,00 997 50 @ Right End DL fbs 1,154,25 902,50 804.00 684,00 472.50 LL lbs 1,282,50 997.50 888,00 760.00 525,00 Max, DL+LL ibs 2,436.75 1,900.00 1,692,00 1,44400 997.50 Deflections IOK Doflerhan OK is i (cy on OK )flr c,ton OK uD i ec;tiurr 01K Center DL Defl in -0,200 -0.157 -0,281 -0.148 -0 056 L/Defl Ratio 569 1 727.8 512 0 768.2 1,607A Center LL Defl in -0 223 -0.173 -0,311 -0,165 -0,062 L/Defl Ratio 512.2 658.5 4636 691,4 1,446.E Center Total Defl inj -0.423 -0.330 -0.592 -0,313 -0.118 Location ftI 4,750 4,750 6,000 4.750 3,750 L/Defl Ratio 269,E 345,7 2433 363.9 761.4 Brostr6m Engineering, P'L C 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: /� .. _. DATE: d 3/i,, /o i? PROJECT: x/ I Fi( dM (0A) SHEET: � J PROJECT ADDRESS. JOB NO.: D DOZE SUBJECT: iEAM-S 3MI PLL JAI �7o VLF W L 2PS F (I S` % ) - 300 PL r= 13M 3 r 914 q S?�� LJD = I 0?57 (7f i) m 196� (Lr LA1�r xo JF (7Fr) 0 P( F w'D - a PSF (S„ 7') ® ID D Ft- r V�� "f 7" let t�( S- LA 14 N m Brostrona Engineering, PL X 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: .� . tiPROJECT: F Y F,d)&rZ/) SHEET: V�,� PROJECT ADDRESS: SUBJECT: W D (-k,, = z 0 P 5 r C Z FT) c.j PSi- 2F) - t� FLr 975 Las 1.0 f5 F (If FT) 5 � _ �qO L755 — 20 FS-F &Fr) (sF,) — f ( 00 L aS JOB NO.: d 1® ZE TR Jt d1 -(n 3°.p is 550 L A - 137 L-6.S (s) e- a� Vr ry )ej ygo t — 3 5 IZif VERSA ~LAA Z0 3(at) DF US Y T—i Ido 1 i rostrom Engineering, PLLC 922 1/2 Washington Street 96 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: IuU _ DATE: 03/17 (O 2 PROJECT: ._M l;iH R 6/4 /l) _ SHEET:,,....._.. .... 11ROU6:t::"� A��I[YRESS: JOBNO.:O�C�Z� Cad F It, It 1 r 7) — 9S w (?F7-)/Z, 0�0 13ml �� - t t i o t.bS = (27S LF,S USE 7" k cf`(z E 5 -Lm 2-0 0-4> 'PF Brostrom engineering, PLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom(Dlyahoo.com BY: �, 1 DATE: �� ��.. _ . PROJECT: 5M 0 -gt ' 1* d,.� SHEET: _ JOB NO.:.�..P ...�... SUBJECT: SrA/\) _ 20 1—pat 1� ?M (E) a caps" Z5o PLf ' .5(r C4 5-r. his r USG Tx (I 7/$'f V595A -t, 4A .0 3rOD ?L-A-Gf- C N roo7d A3 etc,�� s 5 o -C . M A-k tj `ILL Ace ( N F' o 6 i l ej e i _ `- 5 0. C. M A Brostr6in Engineering, PLLC 922 1/2 Washington Street N6 0 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: iiiil<aelbi-osti-oi-n@yahoo.coilI BY: DATIE: %Z6 ((ELF PROJECT: yM \ 77-f 0 M A) SWEET: PROJECT ADDRESS: SUBJECT: D cm Ilk All S?A-Al IN- qtl mm JOB NO.: -7 I 9?SF ;2-s- War R0 F5 2-5 3 7 7 c-(-s5 3'- 0 '( (I T(- F 12-S-?(-F u, S E j" /q x ) 4 " V 6ZSo4 - cA. A 9, 0 Jf OV -OF ?w I? pS-F _ F7 7Fr) z7 7.0 F5F ( 2 -3 F7-+ t P 5F ( 7Fr) 3 SO PLF. S- 3 56 41)( 10 car'o Z- L-35 5 ?A A) w 1'- 3 (1 FD 20� D (- 35 ?I- r 2210 I-M F, L rostrom Engineering, PL LC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom((byahoo.com BY: 3 � DATE: 328 ,4D '9: /71 __- Vag 0 .. PROJECT5� 1� SHEET:.. PROJECT ADDRESS: _ JOB NO.: SUBJECT: %✓� ' 11 .v - p r o. r- � � r� ° � s(it . r =fxg -� U .2 QSt r_W67 IM IJ civ , s Ps r e �° (� s �Lr ��= 40 MF �(FT) ttYo PLr Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Rev 580006 Qspr M11-MOGU29 Vey 60 141kiv,2005 r,.1.7H3 �c't€tag i Ntr.a::Ai € q or4 rrnw,e Description BEAMS 1 - 4,7 - 8, 11 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1 AIPM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 V2 Scope: Timber Beam & Joist 0702€3 Page 1 ode Ref 19`97/2001 NDS 2000/2003 IBC 2003 NFPAb5000 Base allowables ar Timber Member Information a user defined ,%�d�1'N�'Ural'riW'Y^hY^'"TNIl!!!fVfYHUILuNC1v.NPJTJi�o,,�le�0Vffl%'AMA VY 1.; PD dINuaP",o �+l` '^UN��dAG,14 tiv R,/RVE°fu'VkGIGA",a➢rp,,W116;Ad/tl511 /NA Bi b"l, uld...,.�/„F,Sm7 Stl N,h: 'V; DfiuJ, l«"/1, t�1,W8,NA9,l`6Y'IvL.flw'r✓iYYl�M„INIIIOk d7i7p�UIV�VW IWWI.. BW BM2. BM3 BMA& BM7 BM8 BM11 Timber Section YersaLarn3 5x7 25 VersaLam3 50 25 Versad._am3 5x7 25 VersaLam7x9 5 VersaLam3 Sx7 25 VersaLam7x11 875 VersaLam5 25x14 Beam Width in 3.500 3.500 3,500 7 000 3.500 7,000 5.250 Beam Depth in 7,250 7.250 7.250 9,500 7.250 11.880 14.000 Le: Unbraced Length ftl 8.00 650 2.00 21.00 5.75 20.00 19.75 Timber Grade Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, Boise Cascade, Base Cascade, Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Versa Lam 3100 Fb - Basic Allow psi 3,100.0 3,1000 3,100.0 3,100.0 3,1000 3,100,0 3,100.0 Fv - Basic Allow psii 285,0 285.0 2850 285.0 2850 285.0 285.0 Elastic Modulus ksi 2,000.0 2,0000 2,0000 2.000.0 2,000,0 2,000,0 2,000.0 Load Duration Factor 1.250 1.250 1,250 1.250 1.250 1,250 1.250 Member Type Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Manuf/Pine Repetitive Status No No No No No No No Center Span Data ni im ire eacMi+r 73r1u�rValsimMV�rr m���aw3„wu�rum�um�rael�w�awrelnrrMsrrMomsvxrnr�imiVmamxr�„rv�ulmriumMuoavwrlsMusvruiM��ws�iwB i Span 1`1 8,00 6,50 9,50 21.00 5.75 20,00 19.75 Dead Load #/ft' 216.00 270,00 15300 100,00 234.00 113.00 Live Load #Iftl 24000 300.00 17000 110,00 260,00 125.00 Dead Load #/tt: 26.00 Live Load #4 30.00 Start ftj End 1t' 8.250 Point#1 DL Vta ! 1,150,00 1,377,00 LL bbs, 1,275.00 2,129,00 @ X ft 3.500 13.250 R@SUItS Ratio - 0,3774 03098 03699 03763 __ 0 . 3 406 0.4761 0.5028 s p uy rw r rr r�mr o�aa i i si r iaw8 i ��umsu„w w,r�r r�wa u Mmax @ Center in-k, 43,78 36.12 4373 150.58 39.81 296.40 306.21 @ X = ftj 4.00 3,25 4.75 10,08 3,50 10.00 13.19 fb : Actual psiO 1,427.7 1,178,1 1,426.1 1,430.2 1,298.3 1,800.1 1,785.5 Fb : Allowable PS11 3,783.5 3,803,3 3,855,3 3,800.9 3,812.4 3,780.9 3,551.2 1 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi` 92.3 89A 79.8 53.6 87.3 806 90.6 Fv : Allowable psis 356.3 356,3 356.3 356,3 356.3 356,3 356.3 Shear OK Shear OK Sheaf OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL Ibs 864.00 877.50 726 75 1 „222.37 450.00 2,340.00 1,569.06 LL Ibs 960.00 975.00 807.50 1,353.88 498,91 2,600.00 1,935.06 Max. DL+LL Ibs 1,82400 1,85250 1,534.25 2,576.25 948.91 4,940.00 3,504.12 @ Right End DL Ibs' 864.00 877.50 726,75 1,092.13 700,00 2,340.00 2,039.68 LL Ibsi 960,00 975,00 807.50 1,203.62 77609 2,600.00 2,662.69 Max, DL+LL Ibs 1,824,00 1.852.50 1,534.25 2,29575 1,476.09 4,940.00 4,702.38 Deflections � ati� r 4:16� � i c f +�s Gtr i f`.:r,� t, fl r t c €7L e t 1a. t f c� r t y4� D fi€ c ton) }II, it�,,flec .. ion OK I_AeHec6on ()K ^W10� MMF1'�S'M,'-.'Y�,�RYI�,W169ER�'"N�&�i ldn',",�'kIS';k,7+kY1 Y�✓id?ttN'Y111r��IC06Y�99A�f�eR'Ul!,'�'Pr!'R7YY,"JJd7lmM1tti'IFHA�'�11�'bK�1'iENOPYe�,.Y,'�YI�'Yn�iAlJY7�UJII;.�arr Gti�?v�'dMi"�'1,�y'ol.y,"'M5�`A'X�a7i"W�d"!rr"91G�'4"M�'+�'W i� k.kt!�'��j'�Y��'�7>�1�iYVB G�I� Mfk1WP .,tlfJf�IVIfW,�M"�I'V@'' Center DL Defl in -0.090 -0,049 -0.126 -0,475 -0 033 -0,431 -0,296 L/Defl Ratio 1,072,1 1.5990 903.8 530.2 2,075.4 557.3 800.4 Center LL Defl in -0,099 -0,054 -0.140 -0.525 -0,037 -0.478 -0.387 L/Defl Ratio 964.8 1.439.1 8134 480.1 1,871.9 501.6 612.3 Center Total Defl in -0,189 -0.103 -0.266 -1.000 -0.070 -0.909 -0.683 Location ft` 4.000 3.250 4.750 10.416 3.059 10.000 10.349 L/Defl Ratio 507.8 757.4 4281 252.0 984.2 264.0 346.9 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 z r ,rsrxiol User r K\ -060 N71 Nl3r 5 9 0 I Nov-2006 a p 83I006 FNMCA 6° f ra,ysrrakrr ra,i Sofdw-arc., 01�­�Mii­u­­w_ Description BM5 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41PM„ 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope ., ... .., . - NUBrr7 rn �rw 'rinoltPa ¢,t.ti, P(,age Multi -Span Timber Beam 1 41Nr3IIG4Y15 Information low 30000 B 003 N A 5000 Base allowables are user defined Pux, wmoir rrr���Irmu�� � ie ��Ilaurmr�u�`>muw�w�-x�roumu 003 NFPA General Inform Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2 IM 31 I Boise Cascade, Versa Lam 3100 Fb : Basic AI p Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 285.0 psi Load Duration Factor 1150 Timber Member Information crlption Fr RIGHT Span ft' 14,25 11 50 Timber Section VersaLam5.2 VersaLam5.2 5x9.5 5x9.5 Beam Width in 5 250 5,250 Beam Depth in, 9.500 9-500 End Fixity Pill nso, Pill - Pill Le:Unbraced Length ft 14,25 11,50 Member Type Loads _... Syr'.. " iffiI OMA%d�°J3"�i'1'6�k6i�YINY'�iVP71�1i1kNt-0f"e.h'IMUf�'41°7Mk7fr','`9VY!X'.71T�'�Ii�Y011 Gavv„G'ad�"ii r1'�71I+'A41N,D�ICk�W7d�7�VG�^�' ' VI°�rNC�rtJil'�lC"''":M',H,�b9NMVr�UIi@�ll�fl�/l�(Rnl",'�@'�iWbV1�VIB.Po1 M,�71', Live Load Used This Span ? Yes No Dead Load #/ft 36,00 36,00 Live Load #/ft 40,00 40,00 Dead Load #/ft, 180.00 180.00 Live Load #/ft' 44000 440,00 Start ft 5.420 End ft 14 250 3,000 Point#1 Dead Load Ibsi 990.00 1,092.00 Live Load Ibs' 1.100.00 1,204,00 @ X ft' 5,420 3,000 Point #2 Dead Load Ibs 878.00 Live Load Ibs 975.00 @ X ft i 6.750 Results n"n K�fu�rr�crrvem�ruHri�r�u+��a�w�wwr�us�z�nr�+w°�ir�tirer�ro!rmw��ureui���rwn�rm����rrlusir,��e°rvrvri�irem,:y�u�w,�rp�w�amrwr�rwrou����l,mrwu�ou^Tw�w�awraunw�u m�mw Mmax @ Cntr in-k' 223.2 0,0 @ X = ft • 6,74 11, 50 Max @ Left End in-k 00 -171 4 Max @ Right End in-k -171 A 00 fb : Actual psi 2,826.9 2,170.E Fb : Allowable psi 3,779,2 3,803.5 Bending OK Shear @ Left k: 3.51 Shear @Right k1 6.99 fv : Actual psi, 192.5 Fv : Allowable psi4 356.3 Shear OK Reactions & Deflection DL @ Left LL @ Left Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Query Values Moment Shear Deflection Bending OK 2.73 0.68 77.0 356.3 Shear OK k; 138 4,63 ki 2.13 5,09 k 3.51 9.72 k' 4,63 0,01 k 509 -0,69 k 9.72 -0.68 in -0 730 0,189 ft 6,65 4,68 m�zsNre����rc;!�I�u�mwua�n�o�r�rrmtt�u��u��a��raro,�rnarimrar�unr�r�ari�rr�u���au *m�re��r�anmi�w�ra�T��wr,r�uiuu�unwHouu�rcu�a I � ft 000 0.00 in-k; 00 -171 A k 3.5 2,7 in 0.0000 00000 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 U r i KW-06068a I Ver 5 8 0 1 Nov 2006 (c)? 983 2DO6 EWERC/il CJ i..' jigimR ufinq 'Owrore Description BM6 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Multi -Span Timber Beam Page 1 d S3Yf9 aaari�d�rieas�iTtlr c�.v� Cwlcul:�Vions General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined l Boise Cascade, Versa Lam 3100 Fb : Basic Allow 3,100.0 psi Elastic Modulus 2,000.0 ksi All Spans Considered as Individual Beams Fv : Basic Allow 285,0 psi Load Duration Factor 1.250 Timber Member Information die'ti%�9k''INIITo6wI,Yti"d�P�k".M4kll+kElm��W"0101 ii,r)y9Wn4JEIN'�'NYvierVMV6"AdAf401" Y}0g04� �NVME (911)pm, %Mr,411MWnab1"kvVIW,.oma, 7,Yf'�d!' Y%(K=I"gMM M K g H 0 WAW NXG 0 V N f 0 M" 4 Description BM6 BM6 Span ft 19,75 1975 Timber Section VersaLam7x9 VersaLam5.2 .5 5x11.875 Beam Width ink 7.000 5.250 Beam Depth inY 9,500 11,880 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft, 19,75 1975. Member Type Sawn Loads "..I. � -'E,k V�I"pNii r�'�IIOIVPo'FlS�6'i M%VN'1��'M'M"... �bl'71'�'fld'+�&Ilf�liltllNPdNkNul'4�Av9d�&° v....!G�'%�YMYfi"lkf�A�'WNA"Y�".WIb1'N�'K'�`a�dIYY�'iw'VIY.,�iN9F'�n6u'�k1Y.E+�'N�r"dIGG'SM'N�'9 Live Load Used This Span ? Yes Yes Dead Load #/ft 77,00 126.00 Live Load #/ft 8500 140.00 Start ft 4.750 4,750 End ft 19 750 13,250 Dead Load @ Left #/ft' 135,00 Dead Load @ Right #/ft 135,00 Live Load @ Left #/ft' 150,00 Live Load @ Right #/ft 150.00 Start ft 13250 End ft 19,750 19,750 Point #1 Dead Load Ibs 936,00 936.00 Live Load Ibs 1,04000 1.040,00 @ X ft 4,750 4 750 Point#2 Dead Load lbs! 1,081,00 Live Load Ilbs, 1,608-00 @X ft� 13250 Results Mmax @ Cntr in-k' 145.6 3089 @ X = ft! 7,50 12,11 Max @ Left End in-k 0,0 0,0 Max @ Right End in-k' 0.0 00 fb : Actual psi'j 1,382,4 2,501.0 Fb : Allowable psi 3.806,6 3,641 4 Bending OK Bending OK Shear @ Left k' 2,42 3 92 Shear @ Right k; 1.98 4,86 fv : Actual psi, 54.7 1096 Fv : Allowable psi, 356.3 356.3 - Shear OK Shear OK Reactions & Deflection imu, a �iuiflo �m r iwurmmrerrsw�ra�uur�u�r��n�ru k, ��Pmmmimirw��s�r�rarulr+mraureirum�ra+rPo�ou�w�s��rwrs� 1 °15 a�w,,.�ro�as!srmmiwrn�rm�or�mpam�^rr��v�u�rrw��nn+r�Pwmmw�w�� 1,79 DL @ Left LL @ Left k 1,27 2,13 Total @ Left k; 2.42 3.92 DL @ Right k, 0.94 2 17 LL @ Right k ` 1,04 2.69 Total @ Right ke 1.98 4.86 Max. Deflection in -0.847 -1 227 @ X = fts 9.48 10,01 Query Values Brostrdm Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 R el v 5,M%4 User KWONX1021 vev 5 8 0, 1 Nov 2006 ENr_RCALC EnqInvoog ",GAW@rP Description BM6 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrorn, P,E Date: 1AIPM, 2APR08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope: Page 2 Multi -Span Timber Beam 07028 CaiP,,ulatmns Location ft; 0,00 000 Moment in-k 0.0 00 Shear k 2.4 39 Deflection in' 0.0000 0,0000 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 irt�v s8rrrrrdn Usm KW 0606821 Meer 5 0 0 1 Nov ?006' r _l! 3Fi3 2006 ERVERCAI G N-,nq¢nf pnnq Strrivwire _-.p , V i tiiPoi,+✓D'Rlul@iRGfaYA,pu'Tip,'�s,�pwm piruurw�wnm�s�m!�arv✓ Description BM9 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Page 1 Multi -Span Timber Beam amemirvm�.v¢�nr,!mw02r8 ruunriivalwworpRW i r ¢,ub t pAldyxxl,BN ltlE1 General Information Code Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000 Base allowables are user defined �i iO�O ,L �LiliY�r r w � uri � mL n ,E w m Nw�Dru mw� �H�i�gg hj$[" �V4, r �u Douglas Fir - Larch, No 2 Fb : Basic Allow 875 0 psi Elastic Modulus 1,300-0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 170.0 psi Load Duration Factor 1,000 Timber Member Information rmummwmmmuriwamm„wmrramv, rrmuti PA PMA WNW""01lel'W�'Pul�^' w u�IVXS If lm"ihu r"s' rAtiPo�i ,✓,v AY)l➢vhMJT�rtf Description (E) LEFT (E) RIGHT (N) I EFT (r4) MIDDLE LEFT (N) MIDDLE (N) RIGHT RIGHT Span ft 850 8.25 5,50 550 5.50 5.50 Timber Section 6x8 6x8 6x8 6x8 6x8 6x8 Beam Width in 5.500 5.500 5 500 5,500 5,500 5,500 Beam Depth in 7,500 7,500 7,500 T500 7T500 7 500 End Fixity Pin - Pin Pin - Pin Pin - Pin 5,50 Pin - Pin 5,50 Pin - Pin 5.50 Pin - Pin 5 50 Le: Unbraced Length ft, 8.50 Sawn 8,25 Sawn Sawn Sawn Sawn Sawn Member Type Loads ." tmiW vr�Wwruwu+mmo-«a�;��axnwu�r.r�r�a��r�um~���uw�e>��,uwruxuoumrru�e�rsomr��� xLive Yes Yes Yes Load Used This Span ? Yes Yes Yes Dead Load #/ft1 250,00 25000 25000 25000 250.00 250,00 Live Load #/ft 656.00 65600 656,00 656,00 656,00 656 00 Results JWIJVdW'�V 0 w��U"�p%'ftiW�FGNP'�id'�GIM�i tliNp�M1'�tllttll�;`�"b,�+���,�4w 0�G'w"�'AYrI�'r;�lYl%1'%AI�Y,;,�,oln«r JtriTF�^ir,bwFf l5o,'7V�3 9PGdID,�71✓I>'flJl�J'blM1Ndd�Yl'p'�?N.�°i, A�lrr Gl,uGDd,?'; 1.3J7tl1�,12"Vr�IMNNNb7al�f�l v.: '. V ,... 7�CkI`. �I 12,0 12 0 25A Mmax @ Cntr in-k 56,3 51 0 5,17 254 2 16 2,93 2,57 3,34 @ X = ft 3,23 Max @ Left End in-k 00 -95,4 0.0 -35.2 -23.5 -35.2 00 Max @ Right End in-k -95,4 0.0 -35.2 -23.5 -35,2 fb : Actual psi 1,849,9 1,849.9 683.4 683A 683.4 683A Fb : Allowable psi, 871.7 871.7 8727 872,7 8727 872.7 1 Ove.1,50 ess overstress Bending OK Bending OK Bending OK Bending OK Shear @ Left k 2 92 4,70 1,96 267 2 31 3.03 1.96 Shear @ Right k 4.79 2.77 3.03 2,31 2 67 fv : Actual psi; 151.6 151,0 88,3 76,5 75.3 89-5 Fv : Allowable psi 1700 170.0 170.0 170,0 170,0 170.0 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK ons & Deflection Reactions a www�k r w�iwxry � wi� �aauuiuia�tmu 0.54 1.57 1.28 u 1,57 @ Lift LL @ Left kl 2,11 2,62 2 6.87 1.42 4.12 3,35 4.12 Total @ Left k i 2.92 9.49 1.96 5.69 4.63 5.69 DL @ Right k! 2,62 077 1.57 1,28 1.57 0.54 LL @ Right k' 6.87 2,01 4,12 3 35 4,12 1,42 Total @ Right k 9.49 2.77 5.69 4.63 5.69 1.96 Max. Deflection in -0 183 -0 150 -0.037 -0 011 -0,011 -0,037 @ X = ff,r 3,63 4,78 2.42 2,97 2.53 3,08 Query Values 0000i��o�oo,o.00��� �r.a Location ft �� . Moment in-k 00 95.4 0,0 35 2 23.5 35. Shear k 2.9 47 2.0 2,7 2.3 3-0 Deflection in 0.0000 00000 00000 0.0000 0 0000 0,0000 Brostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 kev , N'T04 w'v�, 4Y€,Yr 8 0 I W�y r IG ,ci U83 X06 3 NFFi(,,'A1 &' asghu�i^.un +v g S Awwc N&q�N. iw�a�:�w,wumiar�n�uiw,mwu,�urv�nwummron��n Description BM10 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Multi -Span Timber Beam v/I Page 1 J itkt. cw:Calculalions ff OlE3 m4urne n �nv�� ..cmm General Information Code Ref 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000 Base allowables are user defined' MINI ��`IINI'�riAWIfN7i�'�','%#fi1iMfi081�b`Ntt+iJlwNJ1�'��'N�VW�I�GO'�6tl, �rr�n riP11�"YW-0Vim+rTM1Y/J�'+X�"�OMa�IY'INPOF!%4Y„r�v°fit'R,dt��NroY�iaYJV04L�,Y,�9;fMf�kr'Nr7.�k�.N'YlTc�x➢,YN'�Y�AIMg'�*1'�1"�BVV,�'dtl,. .:^,�wk.'�YIY�MINIIIMIiI�"M' i Douglas Fir - Larch, No,2 Fb : Basic Allow 875,0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 170 0 psi Load Duration Factor 1.000 Timber Member Information B� n�M000Aewl�i�u�iaHrv�wvn�u�u�r�mrr�z��uu��H�rrariu�is r��r�x�r�ar��✓mere�i�uawunm �,Kw�rraynna<;dv�r, irtta�ti¢wr i Description LEFT MEDDLE LEFT MIDDLE Rioir I!IGH1` Span ft 5,50 5,50 5,50 5.50 Timber Section 6x8 6x8 6x8 6x8 Beam Width in 5,500 5 500 5.500 5.500 Beam Depth in 7,500 7.500 7 500 7,500 End Fixity Pin - Pin Pin . Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 5,50 5,50 550 550 Member Type Sawn Sawn Sawn Sawn Loads K � �a� rs�iurw�umrv�urri,�;»�nnEn!w�e�, wrwai�wwrwuar�tmirmlr�maw��rar�rvirru�r�arraifu�rKr�ar�,�mrc�wwTri^u�i;�n�rr�mm� n"�roi r i Live Load Used This Span ? Yes Yes Yes Yes Dead Load #/ft 28600 286,00 286,00 286,00 Live Load #/ft 763.00 763,00 763,00 763.00 Results � rul umusr.F�iu�trTow�+�m^iraomroa�e�,,iwTr7J�r�smm�iwmu�rr^�=arr�rrrnenro�� riaiar�,��vw�nrorainmw��gu�ir+�r�Fe�siuTuw�uarr�uuutwmrsw�am 13,8 29,4 Mmax @ Cntr in-k,, 29.4 13.8 @ X = ft' 2.16 2 93 257 3,34 Max @ Left End in-k; 0.0 -40,8 -27,2 -40.8 Max @ Right End in-ki -40 8 -27.2 -40,8 0.0 fb : Actual psi 791,2 791.2 791 2 791.2 Fb : Allowable psi 872.7 872.7 872.7 872.7 Bending OK Bending OK Bending OK Bending OK Shear @ Left k� 2.27 3.09 2.68 3.50 Shear @ Right k= 350 2,68 3.09 2,27 fv : Actual psis 102.2 88.6 87,2 103,E Fv : Allowable psis 170.0 170.0 170.0 170.0 Shear OK Shear OK Shear OK Shear OK Reactions & Deflection 'Ni'MP r'N'iF a VSIIVwM�N'ti l k}NVVVLr'I6VMWPTi I,'LI;�Cw'".'rLWutit+N�mk4&IWF'pwaS, WWv f'm,fN,whN �7frEiM IMIIiU.�VLnJNR&161 7'r NM�a d�„tJ1;,,ONA�l��'I' �1, d".Pwnp,Yd'6'/"IW'NfnU0.1l�HPG DL @ Left kj 0,62 1.80 1,46 1,80 LL @ Left k, 1,65 480 390 4.80 Total @ Left kg 2.27 6.59 5.36 6.59 DL @ Right k 1 80 1.46 1.80 0,62 LL @ Right k 4,80 3,90 480 1,65 Total @ Right k 6.59 5.36 6.59 2.27 Max. Deflection in! -0,043 -0.012 -0,012 -0 043 @ X = ft� 2,42 2,97 253 3,08 Query Values mRwi .mom nurarrr,dwmr�+„oKsso�r�mvm�i�^aa�n��iwhu�io«rrn�usrrrrrt��+i�wuri�narLum,Imw�rom,n���r�uwia�wmisor,+ia�v�uarr�as�r���n+rso,tT n rn Location ft. 0.00 0,00 0.00 0,00 Moment in-k 0.0 -40,8 -27 2 -40.8 Shear k 2.3 31 2,7 3,5 Deflection in 00000 0,0000 0,0000 0,0000 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Title : Smith / Romijn Dsgnr: Mikael Brostrom, P.E Date: 1:41PM, Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Job # 07028 2APR 08 01 U Rev° M0606,21,Vor » 0 0, 1 Nov'006 . T�n'IbCr Beam &Joist s198.3 r�006 E Nk idf„,A8 C I:rugm as ong Software 07028 w01gri ,5r1v i QuW CMaJl5�f6t3fb� - � o asp �, �� � u��osia+,I�r�s ��rtxaolN!wma�x+rrnaimrwl� tt����a��u�m�w����wx�ama� mu i Description BEAMS 12 - 15 Timber Member Information erode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined BM12 BM13 BM14 BM15 Timber Section 4x6 4x6✓ersaLam3 5x11 875 4x8 Beam Width in 3.500 3,500 3,500 3.500 Beam Depth in, 5.500 7.250 11 880 7.250 Le: Unbraced Length ft 3.00 3.25 4.25 9,50 Timber Grade Douglas Fir - Douglas Fir - Boise cascade, Douglas Fir - Larch, No.2 Larch, No.2 Versa Lam 3100 Larch, No,2 Fb - Basic Allow psis 900.0 900.0 3,100.0 900,0 Fv - Basic Allow psid 180,0 180.0 285,0 180.0 Elastic Modulus ksil 1,600.0 1,600 0 2,000.0 1,600.0 Load Duration Factor ; 1.000 1,250 1,250 1.250 Member Type Sawn Sawn Manuf/Pine Sawn Repetitive Status No No No No Center Span Data m 1w nmmmm�mro� rcauwummrm�rvrua m�simw�rrwuivaKvrwwwawiK xuro�swfvK �rDuKalmiN 0 im1u Span ft 300 325 4.25 9,50 Dead Load #Bftl 168,00 117.00 Live Load #Vft 350.00 130,00 Point #1 DL Ibs 2„340 00 2,06000 ILL Ibsj 2,600,00 2,29000 @ X ft 2 500 2.500 Results Ratio = 0.3397 0.9984 0.2591 0.7584 x lm ��wu rovro u a� Mmax @ Center in-k, 6,99 34,15 53,71 33.44 @ X = k 1.50 2,50 2,50 4,75 fb : Actual psi! 396,3 1,113.6 652.4 1,090,5 Fb : Allowable psi', 1,166,6 1,4545 3,787.2 1,437,9 Bending OK Bending OK Bending OK Bending OK fv : Actual psi" 42.1 224.6 92.3 61,0 Fv : Allowable psi- 180.0 225.0 356,3 225.0 Shear OK Shear OK Shear OK Shear OK Reactions @ eft End DL Ibs7 L w� 282 "0 , 0 ", �» ,� - 540 00 ," 848.24 ...� 555.75 LL Ibs 525,00 600.00 942.94 617.50 Max. DL+LL Ibs"r 777,00 1,140.00 1,791,18 1,173.25 @ Right End DL Ibs; 252.00 1,800.00 1,211 76 555.75 ILL Ibs, 525.00 2,000.00 1,34706 617,50 Max.DL+LL Ibsi 777.00 3,80000 2,558,82 1,173.25 Deflections R ltit3 (.-)K D.-,Jlecfion OK D iNec:t on OK Deflect ran OK Center DL Defl in -0.004 -0.011 -0.006 -0,121 L/Defl Ratio 9,129.2 3,664.1 9,131.9 945.5 Center LLDO in� -0,008 -0.012 -0006 -0,134 L/Defl Ratio i 4,382.0 3,297,7 8,214-7 851.0 Center Total DO in` -0.012 -0.022 -0,012 -0.255 Location ft! 1.500 1.820 2,244 4.750 L/Defl Ratio 2,960.8 1,735.E 4,324,5 4479 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 .....".Rew 580004 Oser KW"{}G06821, icilya 2006 i NER .- Description A 0 A-NoQ,2006 �+ti�Xn%me�bmrror?�,y �au(4wxMuire mx �� BM16 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostr6m, P.E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Multi-Spana70zarnynstr„utltla Timber Beam - „�Page 1 tm�kv CnitmudGwkNmarrta General rmation Code Ref 1997/2001 NDS, 2000/2 003 IBC 2003 NFPA 5000 Base allowables are user defined �muu�wm^;aww wram �wamm Douglas Fir No.2 Fb : Basic Allow 87 s g 5.0 psi Elastic Modulus 1,300.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 170 0 psi Load Duration Factor 1.000 Timber Member Information ..... ..... ,.. J a xumxirrrwxs�um'r�um . amkumwra�mru�wsm�mw�w�ram�ur�rrruui!��ur�uumweo�mwv�marmmi m��uow,mmmuiom�m�aremumiumu Description LEFT aicFrr Span ft, 5.00 5,00 Timber Section 6x8 6x8 Beam Width in 5.500 5,500 Beam Depth ink 7,500 7,500 End Fixity I Pin - Pin Pin - Pin Le: Unbraced Length ftr 5,00 500 Member Type Sawn Sawn _ Loads r _. iKdil�NIN,'6�NWN1r1aN 1PMW1'�,Nmm'sB�dKAIw' 9m�lY�Ymo° '. .W pAr�7C�4'�,. INS lsl�� �.. Live Load Used This Span ? Yes Yes Dead Load #/ft' 165,00 16500 Live Load #/ft'. 440.00 440,00 Results .. mmm iommsumx;m ��aiBi ,udu'u mii��iu i. umk i i M'max @ Cntr in-k i 12.8 12,8 @, X = ft1,87 3.13 Max @ Left End in-k 0,0 -22 7 Max @ Right End in-k -22.7 0.0 fb : Actual psi, 440.0 440,0 Fb : Allowable ps( 872.9 872.9 Bending OK Bending OK 9 Shear @ Left k� 1,13 1.89 Shear @ Right k 1,89 1 13 fv : Actual psi 54.8 55.5 Fv : Allowable psi 170.0 170.0 Shear OK Shear OK ,��?i1:,acBoris & ::)Ie lecti iri ILL cz, Left Total @ Left DL @ Right ILL @ Right Total @ Right Max. Deflection @X= Query Values Location Moment Shear Deflection kn 0,31 1,03 k` 0.82 2,75 k 1.13 3.78 k� 1.03 0,31 ki 2.75 0.82 k 3.78 1.13 in -0 014 -0 014 ft' 2,10 2,90 in-k k in u 0.00 0.0 1.1 0,0000 0.00 -22.7 1.9 0,0000 Brostroin Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom(�Dyahoo.com BY: m..�� DATE. 0 3 f l 9 / 0 . �.... PROJECT:, d l��M I� ....... _ . SHEET:._ PROJECT ADDRESS: -- JOB NO.: ,. SUBJECT° -j z. H 0 5F J®3 s74-A) 17' - (p / I Lt C) e� W b ` I; ?5 F`- ('J L t.( (7 ?S F �sZ: U7/F" zci 3a� _ ► ��``o_c. CX_ 5 -0" o -C4 Brostroni Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@n,yahoo.com BY: h DATE: D 312�1 1 PROJECT: 5,44 171 z[9M ! Z;41 SHEET: Y 30 PROJECT ADDRESS: JOB NO.: o�oZ� SUBJECT: `SO i S f m 13015 '" Single 11-7/8" BCI® 5000-1.7 DF Joist1J01 BC CALCO 9.5 Design Report - US 1 span I No cantilevers 0/12 slope Wednesday, March 19, 2008 16:08 Build 91 16" OCS I Repetitive Glued & nailed construction File Name: 07028 Romijn-Smith.BCC / Job Name: 07028 Smith / Romijn Description: J01 Y Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: BO, 2" LL 320 Ibs DL 120 Ibs B1, 2" LL 320 Ibs DL 120 Ibs Total Horizontal Product Length = 12-00-00 Load Summary Live Dead Snow Wind Roof Live IrpRi Description Load Type Ref. Start End 100% 90% 115% 160% 125% OCS 1 Standard Load Unf. Area (psf) Left 00-00--00 12-00-00 40 15 16" Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 1275 ft-Ibs 40,5% 100% 1 1 -Internal End Reaction 428 Ibs 40.0% 100% 1 1 - Right Total Load Defl. L/1221 (0.116") 19,6% 1 1 Live Load Defl. L/1680 (0.084") 28.6% 1 1 Max Defl. 0.116" 11,6% 1 1 Span / Depth 11.9 n/a 0 1 % Allow % Allow Bearing Supports Dim. L x W Value Support Member Material BO Wall/Plate 2" x 2" 440 Ibs 17.6% n/a Douglas Fir B1 Wall/Plate 2" x 2" 440 Ibs 17.6% n/a Douglas Fir Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. 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 building codes. To obtain Installation Guide or ask questions, please call (888)234-0056 before installation. BC CALCO, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARD TM, BCI@ , BOISE GLULAMTM, SIMPLE FRAMING SYSTEMO , 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 11-7/8" BCI® 5000-1.7 DF Joist1J02 BC CALCO 9.5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Wednesday, March 19, 2008 16:21 Build 91 16" OCS I Repetitive I Glued & nailed construction File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: J02 Address: 1510 Monroe Street Specifier., V City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: r i - - 030600 14-00-00 �"•' B0, 2" B1, 3-1/2" B2, 2" LL 92 Ibs LL 846 Ibs LL 302 Ibs DL 0 Ibs DL 317 Ibs DL 113 Ibs Total Horizontal Product Lenqth = 17-06-00 Load Summary Live Dead Snow Wind Roof Live aQ Description Load Tvne Ref. Start End 1 90 11s% 160% 125% OC 1Standard Load Unf. Area (psf) Left 00 00-00 17-06-00 40 15 6" Load Disclosure Controls Summary Value % Allowable Duration Case Span Location Completeness and accuracy of input must Pos. Moment 1128 ft-Ibs 35.8% _ 100% 16 2 - Internal be verified by anyone who would rely on Neg. Moment -1443 ft-Ibs 45.8% 100% 1 1 - Right output as evidence of suitability for particular application. Output here based End Reaction 402 Ibs 37.6% 100% 16 2 - Right on building code -accepted design Int. Reaction 1141 Ibs 50.7% 100% 1 2 - Left properties and analysis methods. Cont. Shear 603 Ibs 37.1 % 100% 1 2 - Left inslallatian of BOISE engineered wood Uplift 384 Ibs n/a 16 1 - Left products must be in accordance with Total Load Defl. L/1454 (0.115") 16.5% 16 2 current Installation Guide and applicable Live Load Defl. L/1993 (0.084") 24.1 % 16 2 building codes. To obtain Installation Guide Total Neg. Defl. -0.005" 1.1 % 16 1 or ask questions, please call (888)234-0056 before installation. Max Defl. 0.115" 11.5% 16 2 Span / Depth 14.0 n/a 0 2 BC CALC@, BC FRAMER@ , AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI@ , % Allow % Allow BOISE GLULAMT"" SIMPLE FRAMING Bearing Supports Dim. (L x W) Value Support Member Material SYSTEM@ , VERSA -LAMB, VERSA -RIM PLUS®, VERSA -RIME, BO Wall/Plate 2" x 2" 92 Ibs 3.7% n/a Douglas Fir VERSA -STRAND@, VERSA-S B1 Wall/Plate 3-1/2" x 2" 1163 Ibs 26.6% n/a Douglas Fir Products, trademarks of Boise Wood Products, B2 Wall/Plate 2" x 2" 414 Ibs 16.6% n/a Douglas Fir L.L.C,. Cautions Uplift of 384 Ibs found at span 1 - Left. Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist. Page 1 of 1 err 13ONSIE" Single 9-1/2" BCI® 5000-1.7 DF Joist1J03 BC CALCO 9.5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Monday, March 24, 2008 17:10 Build 91 16" OCS I Repetitive I Glued & nailed construction File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: J03 Address: 1510 Monroe Street Specifier: 1� City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Customer: Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: BO, 4" LL 302 Ibs DL 93 Ibs B1, 5-1/2" LL 868 Ibs DL 325 Ibs Total Horizontal Product Length = 26-06-00 14-00-00 B2„ 4" LL 332 Ibs DL 112Ibs Load Summary Live Dead Snow Wind Roof Live TagDesGrl titan LoadT a Ref. Start End 100°/a 90% 115°lo i60°Jm tip°gymYOS 1 Standard Load Unf. Area (psf) Left 00-00-00 26-06-00 40 15 16" Load Controls Summary Value % Allowable Duration Case Sftan Location Pos. Moment 1226 ft-Ibs 49.8% 100% 16 2 - Internal Neg. Moment -1560 ft-Ibs 63.4% 100% 1 1 - Right End Reaction 419 Ibs 37.3% 100% 16 2 - Right Int. Reaction 1159 Ibs 45.9% 100% 1 2 - Left Cont. Shear 600 Ibs 40.7% 100% 18 2 - Left Total Load Defl, U812 (0.203") 29.6% 16 2 Live Load Defl. L/1025 (0.161") 46.8% 16 2 Total Neg. Defl. -0.042" 8.4% 16 1 Max Defl. 0.203" 20.3% 16 2 Span / Depth 17.3 n/a 0 2 Allow % Allow Bearing Sut)t]ortS Dim. tL x WI Value Support Member Material BO Wall/Plate 4" x 2" 395 Ibs 7.9% n/a Douglas Fir 81 Wall/Plate 5-1/2" x 2" 1193 Ibs 17.4% n/a Douglas Fir B2 Wall/Plate 4" x 2" 444 Ibs 8.9% n/a Douglas Fir Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. 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 particularapplication. 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 FRAMERS, AJSTM, ALLJOISTO , BC RIM BOARD TM, BCIS , BOISE GLULAMTM, SIMPLE FRAMING SYSTEM@ , VERSA-LAMO, VERSA -RIM PLUSO , VERSA -RIM@, VERSA -STRAND@, VERSA -STUD@ are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 BOISE" Single 9-1/2" BCl@ 5000-1.7 DF Joist1J04 BC CALCO 9.5 Design Report - US 2 spans I No cantilevers 1 0/12 slope Monday, March 24, 2008 17:11 Build 91 16" OCS I Repetitive j Glued & nailed construction File Name: 07028 Romijn-Smith.BCC Job Name: 07028 Smith / Romijn Description: J04 04 Address: 1510 Monroe Street Specifier: City, State, Zip: Port Townsend, WA 98368 Designer: Mikael Brostrom, P.E. Custornec Smith / Romijn Company: Brostrom Engineering, PLLC Code reports: ESR-1336 Misc: BO, 4" LL 335 Ibs DL 108 Ibs B1, 5-1/2" LL 915 Ibs DL 343 Ibs Total Horizontal Product Length = 28-00-00 B2, 4" LL 335 Ibs DL 108 Ibs Live Dead Snow Wind Roof Live Load Summary Ta Decri t6'Csd1 Load e Ref. StdXPt. End 100% 90% 11% 160% 125°r"o 6S' 1 Standard Load Unf. Area (psf) Left 00-00-00 28-00-00 40 15 Load Controls Summary Value % Allowable Duration Case Span Location Pos. Moment 1222 ft-Ibs 49.7% 100% 14 1 - Internal Neg. Moment -1728 ft-Ibs 70.2% 100% 18 1 - Right End Reaction 419 Ibs 37.2% 100% 16 2 - Right Int. Reaction 1225 Ibs 48.5% 100% 1 1 - Right Cont. Shear 612 Ibs 41.5% 100% 18 1 - Right Total Load Defl, L/816 (0.202") 29.4% 14 1 Live Load Defl. L/1002 (0.164") 47.9% 14 1 Total Neg. Defl. -0.041" 8.1% 14 2 Max Defl. 0.202" 20.2% 14 1 Span / Depth 17,3 n/a 0 1 Allow % Allow atwfrt s L nx x W Value Sum?ort Member Material BO Wall/Plate 4Din, 2" 443 Ibs 8.9% n/a Douglas Fir B1 Wall/Plate 5-1/2" x 2" 1259 Ibs 18.3% n/a Douglas Fir B2 Wall/Plate 4" x 2" 443 Ibs 8.9% n/a Douglas Fir Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria;. Design meets arbitrary (1") Maximum load deflection criteria. Composite El value based on 23/32" thick sheathing glued and nailed to joist. Disclosure Compteteness and accuracy of input must be verified by anyone who would rely on output as evidence of suitability for particular application. Output there 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)234-0085 before installation. BC CALC')„ BC FRAMER@ , AJSr"" ALLJOISTO , BC RIM BOARD'"°, BOIO , BOISE GLULAM'1„ SIMPLE FRAMING SYSTEM@ , VERSA -LAM@, VERSA -RIM PLUS@ VERSA -RIM@, VERSA_TRANDii?), VERSA-STUDO are trademarks of Boise Wood Products, L.L.C. Page 1 of 1 Brostr6m Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 W IAgo i(W 1,Ka4,M U2,1, viv 5 H 0 1-Nov 7006 . tti � b}Akv3 ;�CrlaCr �9'tiM4"rkf,:i1f,$: l"nYAuota,al+ruut�p Soflw�re ._...., IIHI�I7+�M'li Description J05 (E) Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 V 3 5' Scope : 11 Page 1 Multi -Span Timber Beam o(oie k'(pTnl�n Bab'3n6�1 kIC'WA �."m"-1dRl,l.li311t]Yli$ General Information Code 03 NFPA 5000. Base allowables are user defined ode Ref: 1997/2001 NDS, 2000/2003 IBC, 20 � Idl 9,A',M'7i,°n4'I!�Y N'�n V� VIa 17J'tlrA'�4R�Y Y�IIVI',W�rb'UWJ�r@u�'.�'Ym;' Y7�AM�b^�oG'�9 ft'!(9 9 Fb : Basic Allow 900.0 psi Elastic Modulus Douglas Fir -Larch, No.2 9 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 rnembers under 4" wide Timber Member Information Description LET RIGHT Span ft5,75 15.75 Timber Section 2x10 2x10 Beam Width in 1.500 1.500 Beam Depth in' 9,250 9.250 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft, 5.00 5.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes Dead Load #/ft' 2000. 20,00 Live Load #/ft! 53.20 53,20 Results Mmax @ Cnkrcw., in .k„. ..w��.0.0 @ X = ft l 0.00 Max @ Left End in-k; 0.0 Max @ Right End in-k` -20,9 fb : Actual psi 978.2 Fb : Allowable psi,' 1,004.1 Bending OK Shear@ Left k� 0,09 Shear @Right k- 0.51 fv : Actual psi 49.2 Fv : Allowable psi 180.0 I Shear OK I Reactions & Deflection 934 -20 9 0.0 978.2 1,0041 Bending OK 0,69 0,47 68,5 180.0 Shear OK DL @ Left k -0.03 033 LL @ Left k' -0,07 0.87 Total @ Left k i -0.09 1.20 DL @ Right ki 0,33 013 LL @ Right k� 0.87 0.34 Total @ Right k', 1.20 0.47 Max. Deflection in'i 0.029 -0,350 @ X = fti 3,49 8,71 Query Values Location fty 0.00 0.00 Moment in-k 0,0 -20.9 Shear ki -0,1 07 Deflection ini 0.0000 0,0000 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostr6m, P.E Date: 1:41PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope WINO Multi -Span _ R{1'� a�C'$'a 5ENE CA 80 , Novgso p Timber Beam Page 1 p 2(7t I`Ni idGRl d. i; n.ixc+o cI ,¢yflwrare: 07028 rotruln ,miBii nu.nro taetauWons Description J06 (E) � Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables a General Information re 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 Timber Member Information LEFT RIGHT Span ft 1025 950 Timber Section 4x8 4x8 Beam Width in 3,500 3,500 Beam Depth i,n � 7„250 7.250 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length fti 10,25 9.50 Member Type Sawn Sawn Loads ...P m m„ Live Load Used This Span ? 9 Yes Yes Dead Load #/fti 40.00 40,00 Live Load #/ft; 107.00 107.00 Results mmax �wy untr @ X = Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear @ Right fv : Actual Fv : Allowable Irl-K',, 1 J.O ft, 3.96 in-k. 0,0 in-k, -21,6 psi 704,3 psi 3 1,1537 Bending OK k 0.58 k 0.93 psis 496 psi 180.0 Shear OK 6.02 -21.6 0,0 704.3 1,155.1 Bending OK 089 0,51 47,5 180.0 Shear OK Reactions & Deflection 4, ow r0,49 DL @ Left k 0.1.6.xwwru LL @ Left kf 0.42 1,32 Total @ Left k' 0.58 1.82 DL @ Right k, 0,49 0„14 LL @ Right k' 1.32 0,37 Total @ Right k 1.82 0.51 Max. Deflection in" -0093 -0.056 @ X = ft � 4.44 5 64 Query Values _ Location ft� 0.00 0,00 Moment in-ki 0.0 -21.6 Shear k ` 0.6 0.9 Deflection in 0.0000 00000 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 V 3 Scope: 1(Used,Rev 580006 9 Fd�inmr O^ Vrwrm ra S w�uosmr Oa ENE�rva l PaglmeBeam 2E RCAtEpnei are 07028 iaagn-nordh ocvuwio. Description OUT -LOOKERS NDS,2200000/2003 IBC, 20003zNFPAx5000 Base allowa Timber Member Information 'ode Ref: 1997/2001 bles are user defined OUT -LOOKERS OUT -LOOKERS Timber Section ° zxa zXe Beam Width in� 1.500 1.500 Beam Depth inj 7,250 7.250 Le: Unbraced Length fti 2.00 2,00 Timber Grade Douglas Fir - Douglas Fir - Larch, No.2 Larch, No Fb - Basic Allow psiz 900.0 900,0 Fv - Basic Allow psi; 180.0 180,0 Elastic Modulus ksiC 1,600.0 1,600.0 Load Duration Factor 1.250 1.600 Member Type Sawn Sawn Repetitive Status I Repetitive Repetitive Center Span Data Span ft 200 2.00 Dead Load #/ft 3200 1920. Live Load #/ft;` 40.00 -96.60 Cantilever Span Span ft 2.50 2,50 Uniform Dead Load #/ft 32.00 19,20 Uniform Live Load #fft� 40.00 -96.60 I Results Ratio = 01358 0,1154 INIVENNI Mmax @ Center in-k 0.04 2.90 @X= ft 0.30 200 Mmax @ Cantilever in-kj -2,70 2,90 fb : Actual psdl? 205.5 220.9 Fb : Allowable psi,' 1,512.9 1,913,5 9 Bending OK Bending OK fv : Actual Iasi, 19.5 26.1 Fv : Allowable psi; 225,0 2880 Shear OK Shear OK Reactions @ Left End DL Ibs -18 00 -10,80 LL Ibs, 40.00 -96 60 Max. DL+LL Ibsi 22,00 -10740 @ Right End DL Ibs: 16200 97,20 LL Ibs; 202.50 -489.04 Max, DL+LL Ibs 36450 -391,84 Deflections _W [_)erre�chbn 0K Center DL Defl in i 0.000 0.000 L/Defl Ratio 54,978.6 91,631.1 Center LL Defl in 0 001 -0,001 L/Defl Ratio h 43,982,9 18,212.4 Center Total Defl in F 0.001 -0,001 Location ft l 1.208 1,208 L/Defl Ratio 24,435.0 22,730,2 Cantilever DL Defl in, -0.007 -0.004 Cantilever LL Defl in; -0 008 0,020 Total Cant. Defl in: -0..015 0..016 L/Defl Ratio 3,965.8 3.689.1 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaeIbrostrom@yahoo.com BY: DATE: 0�// 7 /0 g PROJECT: -M OM I Z A) SHEET: Val PROJECT ADDRESS: SUBJECT: 7-0 ... .... .... ...... . ....... .. ................ 0, PS F (I,33) f 6 E)(T- WAe-L- l&40 CO = 12.4 p5r (,'I 3) t, 58) ?LF 3Y P,�F 2(-?e-F rc., ttj PLF F( F snj 14 ("j PLF PLF r,13)( 3-3 PLF 7 F 7 JOB NO.: 0 7 o 28 W " � Ww cars I,1- "', w' 5 "-k X PS 3, 9 � 2 '3 F. A X, A L- ?Z E 55( 6A) -Fz (I X 5,1?- VE75A A A( 2.0 2 Roe) C,3 ?If 0q,25F-') A 5 S 'r.- C. c� 7Q 0,7 C, Pkr A 5, 7 ?f-, F) (ILI L 7- -�'FT)7 8. z 3 cr- 6 8 71. C' 3 5- -7 rostrom Engineering, PLLC 922 1!2 Washington Street 46 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: 13 DATE: �� �I -} �oS PROJECT:. SM 17-6 ZOM„ ( 71A) SHEET: �® PROJECT ADDRESS, - SUBJECT: r C a = 3 �� .�� �) w y Sao ?51 F 0, - c = O. 9 q 5 z ?Sr zA � 3 Cp = Boo r t q TLA eon" q °9 Foo C p - 0,19 CL- D.R S JOB NO.: 070 Z9 61, 7,80751 C� Ct z6 Ct���<<��� _ �r 2sq. 2 us€ f'hr x S'/x" V P-Sk LAIM m K l3rostrijin Engineering, PPLC 922 1/2 Washington Street 46 o Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 e E-mail: iiiil(aelbi-osti-oi-n@yahoo.coiTi BY: MT3 DATE: 0341 /09 PROJECT: t -1H .. ........ . ... . JOB NO.:ii PROJECT ADDRESS: 0 C-LluAm -D F � 7, C- 72, ?SF (7-F7) ? L- F o 2- F T� Z-0 FL-F Zy 6 ------------- Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 - user K'W'dbtarl6n2l,Vif 580 1•Nov-2(k46 f 44;i1')83.2rXA ENERCAU Engi near ig ;,caitwwaee Description CEILING TIES Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Timber Beam & Joist 07028 Page 1 Timber Member Information :ode Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CEILING TIES 1 CEILING TIES 2 Timber Section M 2x6 Beam Width in 1.500 1.500 Beam Depth in 7,250 5 500 Le: Unbraced Length fti 14,00 9,75 Timber Grade Douglas Fir -- Douglas Fir - Larch, No.2 Larch, No.2 Fb - Basic Allow psii 900,0 900,0 Fv - Basic Allow psi, 180,0 180.0 Elastic Modulus ks'i 1,600.0 1,6000 Load Duration Factor 1 000 1,000 Member Type Sawn Sawn Repetitive Status Repetitive Repetitive .Center .. Span Data Span ft'. 14,00 975 Dead Load #/ft 12.00 15.00 Live Load #/ff: 16.00 2000, t Results Ratio — 09417 06033 0 6033 wwwuiou!Iriw, ��r i Mmax @ Center in-k 8.23 4.99 @ X = ft 7,00 4.87 fb : Actual psii 626.5 6599 Fb : Allowable psii 665.2 1,0939 Bending OK Bending OK fv : Actual psi! 249 28 3 Fv : Allowable psii 180,0 180.0 Shear OK Shear OK Reactions _ _ m �wuar vuxG+wm p irwu�auwiamw�mreamwommma�rm crra rump m @ Left End DL lbs 84.073.12 73 .12 LL lbs 112.00 97,50 Max. DL+LL lbs 196,00 17062 @ Right End DL lbs� 84,00 73 12 LL lbsP 112,00 97,50 Max DL+ LL lbs� 196.00 170.62 o. ee�a Deflections Ratio C.,. [)efe `aion OKvuovn . .. ._ _ m, �e ....._..... ... .... , �uPwv� wu�a+ i�iw +uaw 'ate Center DL Defl tni -0.136 -0,092 L/Defl Ratio 1,234,5 1,276.5 Center LL Defl in�1 -0.181 -0.122 L/Defl Ratio 925.9 957A Center Total Defl in -0,318 -0„214 Location ft 7,000 4,875 L/Defl Ratio 529.1 547,1 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mi1(aelbrostrom@yalloo.corn DATE: D1? PROJECT; 9,4-4, —3 ) �1dl.,Z,1`� V-43 7-8 PROJECT ADDRESS: JOB NO.: �� I ZS (;IS�SF) 1u5FI-) SI"t CJ, 1,2s �4o?Sr�Cd.sFi„-z,( Zf0 ?Lr 3 as t 3S Brostr6m Engineering, PLLC Title: Smith / Rorniin Job # 07028 Dsgnr: Mikael Brostr6m, P E Date: 1:41 PM, 2 APR 08 922 1/2 Washington Street #6 Description : 1510 Monroe Street Port Townsend, WA 98368 Port Townsend, WA 98368 Scope: Re' V UsevKVbO(kWO21 Ve(580 I-Nov-2006 Page Timber Beam & Joist 07028 foalip-SMRih ecw:Calculafloas ENERCAU; Software Description STAIRS Timber 11 M I em I ber I I nformation ' ode Ref: 1 997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000, Base allowables are user defined STRINGERS STRINGERS Timber Section �rsal-aml 750 25 VersaLaml 75x7 25 Beam Width inj 1.750 1,750 Beam Depth in, 4.000 4000 Le: Unbraced Length ft! 8.00 8.00 Tlmber Grade Boise Cascade, Boise Cascade, Versa Lam 2800 Versa Lam 2800 Fb - Basic Allow psli 2,800.0 2,800.0 Fv - Basic Allow psii 190.0 190,0 Elastic Modulus ksi:; 2,000.0 2,000.0 Load Duration Factor 1,000 1,000 Member Type Manuf/Pine Manuf/Pine Repetitive Status No No Center Span Data Span fti 800 8,00 Dead Load #4 15,00 15,00 Live Load WfU 4000 Point #1 DL lbs LL lbs' 30000 @ X ft 4,000 Results Ratio = 0,4247 0,6949 Mmax @ Center in-k 528 8,64 @ X = ft 4.00 4,00 fb : Actual psi, 1,131.4 1,851.4 Fb: Allowable psi, 2,664.3 2,664.3 Bending OK Bending OK fv Actual psij 43-4 44,0 Fv Allowable psi; 1900 190,0 Shear OK Shear OK Rpartions @ Left End DL lbsi 60,00 60,00 LL tbs, 160,00 150,00 Max. DL+LL Ibsj 220,00 21000 @Right End DL lbs 60,00 60,00 LL lbs 160,00 15000 Max, DL+LL lbs 220,00 21000 Deflections Rafio, OK Deflection OK Center DL DO in; -0074 -0.074 L/Defi Ratio i 1,296.3 1,2963 Center LL DO ini -0.197 -0,296 L/Defl Ratio 486,1 324,1 Center Total DO in -0,272 -0.370 Location ft 4,000 4,000 L/Defl Ratio 3535 2593 rostrom Engineering, :PLLC 922 1/2 Washington Street 96 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@,yahoo.com BY: M��.._. . III ��1G`III 025 °": � � ��' PROJECT: 5M I r ... _. _ � ��, �7l�. C �r') �., SHEET: .. em,_....... _ ,.. PROJECT ADDRESS: JOB NO.: C)7O SUBJECT„ �I( p D - O 4p O L-zS = 2 9 0 L (SS �-r 7z 70 t zo gas zapr �: r r-3 3o L'�5 �` _. ?f t �, l 7, RaLtd t 20?9r z s i�� SF-) _ S So(-ZS END � 2 3Yo�gS z6.00 Las HS�Y.�bo5+�4 iZa A5-o0 Gr. i3 'Fco9. 4i7E 3YxS'D A53 art F = 35ks; ,3Iz x 3 �z VF_7-5A -LAM 11 z G So CCX-UMN �F4fff Brostrom Engineering, PLLC Title : Smith / Romijn ,lob # 07028 922 112 Washington Street #6 Dsgnr: Mikael Brostrorn, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Port Townsend, WA 98368 ,1 �9 Scope : Fdu �a rY1C1Ci � �N�nrg Vpq 7 n , Novry Timber Column 4�119 es Design Page 1 8o,'dY�rg���rnaaa�-x�AmP4Yta�w��k:'tixl�tlu�n� ;ti 6rk�rEN IRY�',ALC Eng�nming Sohwafn �d9 Description P1 2003 NFPA 5000 re user defined General Information � de f: 1997/2001 NDS, 2000/2003 IBC Base allowables ar m unron rWsm +o�a�i��nNw�nx umrdrri��urmrrmu n �w x g Wood erection 4x8 Total Column f-ler ht 9.50 ft Rectangular Column Load Duration Factor 1.25 Column Depth (along y-y axis) 7.25 in Fc 1,000.00 psi Width (along x-x axis) 3.50 in Fb 1,200,00 psi Sawn E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 9 50 ft Unbraced length for "x-x" axis sideways deflection 9,50 ft Lu XX for Bending 9.50 ft Loads m Dead Load _ Live Lnafi ..w..., Short Te¢n1 gad �...� - Axial Load 2,060.00lbs 2,290,00 Ibs 0.00 Ibs Eccentricity 4,500in rwmS�ummary Column OK Using : 4x8, Width= 3.50in, Depth= 7.25in, Total Column Ht= 9.50ft � L +-��..- ST _ DL + LL +..........--. DL + ST — fc : Compression 171,43 psi 171.43 psi 81.18 psi Fc : Allowable 402.43 psi 414.24 psi 414,24 psi I fbx : Flexural 638,42 psi 638,42 psi 302.33 psi F'bx: Allowable 1,531,49 psi 1,901 70 psi 1,901.70 psi Interaction Value 0.4902 .. , 0.5395 w,me.. 0.2043 _..... Stress Details Fc : X-X 402.43 psi For Bending Stress Calcs... Fc : Y-Y 896,27 psi Max k"Lu / d 50.00 F'c : Allowable 402.43 psi Le : Bending 17.48 ft F'c:Allow ' Load Dur Factor 414,24 psi (Lu-xx " NDS Table 3.3 3 factor) F'bx 1,531.49 psi Rb : (Le d / b^2) ^.5 11.142 F'bx " Load Duration Factor 1,901.70 psi Min. Allow k`Lu / d 11.00 Cf:Bending 1.300 For Axial Stress Calcs... Cf: Axial 1,050 Axial X-X k Lu / d 32.57 Axial Y-Y k Lu / d 15..72 Brostr6m Engineering, PLLC 922 1/2 Washington Street#6 Port Townsend, WA 98368 mw� xWa'M�6621 Vor y 8 0C 1-Nov 2060 f�� '�ip3 k��702r �.4W!L1�'O�Al9 S, lerx7irnM!rcivor2y SoCtw:�re -- Description P2 General Information Wood Section Rectangular Column Column Depth Width Sawn Title : Smith / Romijn Dsgnr: Mikael Brostrbm, P.E Date: Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Timber Column Design Job # 07028 1:41 PM, 2 APR g08 Page 1 07028 de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4x8 (along y-y axis) 7.25 in (along x-x axis) 3.50 in Total Colun n Height 14.00 f1 Load Duration Factor 1.25 Fc 1,000.00 psi Fb 1,200,00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 14.00 ft Unbraced length for "x-x" axis sideways deflection 14.00 ft Lu XX for Bending 14.00 ft Loads �'i� tliNN'JNWi�d'�'WJA9199'�`+NPpI'�OIN�`. NSA'&klYh?�71AYAV' P'�V'4'�'�k,4'9d�1f"Jk'!,'�' bk�.'°�b'P3'W',d��1�YI�YIe'�IkfH7iW&7WV"; � 17�r�M'�5'�91Mll1'IPo�II'�MVMtl�C'WiO�,'�@'�WI�'W�OGV Dead Load Live Load _Short Term Load _..M Axial Load 1.12000lbs 1,330,00 Ibs 0.00 Ibs Eccentricity 4.500in Using : 4x8, Width= 3.50in, Depth= 7.25in, DL + LL Column OK Total Column Ht= 14.00ft DL+LL+ST DL+ST 44 14 i fc : Compression 96 55 psi 96.55 psi ps Fc: Allowable 199.02 psi 201,06 psi 201.06 psi fbx : Flexural 359.57 psi 359.57 psi 164.38 psi F'bx: Allowable 1,510,80 psi 1,861,95 psi 1,861.95 psi Interaction Value 0.3222 0.4471 rmmw� 0.1411 ,. a ..._ Stress Details �womwm�wrwro�rmuv;va�ae�r� m Fc: X-X 199.02 psi For Bending Stress Calcs... Fc : Y-Y 664.65 psi Max k*Lu / d 50„00 F'c : Allowable 199 02 psi Le: Bending 25,76 ft F'c:Allow * Load Dur Factor 201.06 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,510.80 psi Rb : (Le d / b12) A.5 13.526 F'bx * Load Duration Factor 1,861,95 psi Min, Allow k*Lu ! d 11.00 Cf:Bending 1.300 For Axial Stress Calcs... Cf : Axial 1.050 Axial X-X k Lu / d 48,00 Axial Y-Y k Lu / d 23.17 Brostrom Engineering, PLLC 922 1/2 Washington Street#6 Port Townsend, WA 98368 i o s6orks r User M,'rr'J�Of)(6621 Vei 5 8 0, 1 Nov 2006 fr,p98 9 210( ENERCALC ILnghemronrq Software Description P3 General Information Wood Section Rectangular Column Column Depth Width Sawn (along y-y axis) (along x-x axis) Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Rw Scope : Timber Column Design v Page 1 07028 rgrnmAp souukh inrw:Calculations ,de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 4x4 Total Column Height 7.50 H Load Duration Factor 1.25 3.50in Fc 1,000.00 psi 3,50in Fb 1,200.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 Unbraced length for "y-y" axis sideways deflection 7,50 ft Unbraced length for "x-x" axis sideways deflection 7,50 ft Lu XX for Bending 7,50 ft Loads , Deadmml nad, __ Live Load,,_ short 1=Lrrr Loyd__ Axial Load 1,400.00lbs 1,550,00lbs 0.00 Ibs Eccentricity 0,580in =Su=mmary Column OK Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 7.50ft DL + Ll_ T DL + ST fc : Compression 240.82 psi 240.82 psi 114.29 psi Fc : Allowable 597,02 psi 628,34 psi 628.34 psi 0 fbx : Flexural 23944 psi 239.44 psi 113.63 psi F'bx: Allowable 1.80000 psi 2,250,00 psi 2.250.00 psi Interaction Value 0.2255 0.3061 0.0930 m . _ lStress..__., .. ,.._ee,.._ Details i mrooroe rre �+u� irmmrw aim Fc : X-X 597,02 psi For Bending Stress Calcs... Fc : Y-Y 597 02 psi Max k*Lu / d 50.00 F'c : Allowable 597.02 psi Le : Bending 13.80 ft F'c:Allow * Load Dur Factor 628.34 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 1,800.00 psi Rb : (Le d / b^2) ^.5 6.879 F'bx * Load Duration Factor 2,250.00 psi Min. Allow k*Lu / d 11.00 Cf:Bending 1.500 For Axial Stress Calcs... Cf : Axial 1.150 Axial X-X k Lu / d 25,71 Axial Y-Y k Lu / d 25,71 Brostrom Engineering, PLLC 922 112 Washington Street #6 Port Townsend, WA 98368 U wr K\N-0606821, Ver b 8 61 1-Ncw 2006 (c ) 9,fN.1=2W) ENERC;ALC E,igrneer+r g SORWare Description BASE PLATE Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 t J Scope Steel Column Base Plate MR Ref h Aril 16C, 2003 NFPA 5000 General Information om mommi Ste el sections HSS4.0 0.1253 Loads Section Length 4.000 in Axial Load 9.74 k Section Width 4,000 in X-X Axis Moment 0.00 k-ft Flange Thickness 0.125 in Web Thickness 0.125 in Plate Dimensions Plate Length 8.250 in Allowable Stresses Plate Width 5.000 in Concrete fc 2,500,0 psi Plate Thickness 0.000 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 13.500 in Dist. from Plate Edge 1.125 in Pier Width 10.000 in Bolt Count per Side 1 Tension Capacity 1,500 k Bolt Area 0.308 in2 0��3 Baseplate OK I Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 236,1 psi Allow per ACI318-02, Appx, Full Bearing : No Bolt Tension r = 0.3 " f'c " Sgrt(A2/A1) * LDF 1,787,,8 psi Allow per AISC J9 2.0857 psi I Plate Bending Stress Thickness OK Actual fb 26,932.5 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 1.500 k Brostr6m Engineering, PLLC 922 1/2 Washington Street#6 Port Townsend, WA 98368 4J a r 1i4Md CiC 002 G Ver 5 8 0 T Now 7tiI06 )19832006,ENC.R'4;AIX, Soflwaru Description COLUMN General Information Width 13,500 in Depth 13.500 in Rebar 4- # 4 d = 2,250 in 4- # 4 d = 11 250 in 2 - # 4 d = 5,083 in 2- # 4 d= 7.917 in Loads Title : Smith / Rornijn Job # 07028 Dsgnr: Mikael Brostr6m, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope ....... „..., o7o2® soa'nwjrlsrrnuEr ecnP algculaUons.. e 1 Rectangular Concrete Column Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 fc 2,500.0 psi Total Height 5,000 ft Fy 60,000.0 psi Unbraced Length 5.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED 9 supports virtue of their references to ACI 318-02 For concrete design„ Note: Load factoring ports 03 IBC and 2003 NFPA 5000 by v Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C,2 Dead Load Live Load Short Term Eccentricit Axial Loads 4.632 k 5.090 k k in =um mom Co11 lumn i11 s OK 13.50 x 13.50in Column, Rebar: 444 @ 2.25in, 444 @ 11.25in, 244 @ 5.08in, 244 @ 7.92in ACI C-1 ACI Cw2 ACI C- Applied : Pu : Max Factored 16,14 k 6A8 k 4,17 k Allowable: Pn " Phi @ Design Ecc. 273.61 k 273.61 k 273.61 k f M-critical 1 27 k-ft 0,54 k-ft 0.35 k-ft Combined Eccentricity 1 005 in 1.005 in 11.0in Magnification Factor 1,00 1,00 00 Design Eccentricity 1.005 in 1.005 in 1.0005 in , Magnified Design Moment 1.27 k-ft 0.54 k-ft 0.35 k-ft Po - 80 420.95 k 420.95 k 420.95 k P : Balanced 159.54 k 159.54 k 159.54 k Ecc :Balanced 6,720 in 6,720 in 6.720 in Cariinn In 19 R. 9(1 14 Actual k Lu / r 14.815 a sUc Modulus 2 850 0 ksi ACI E 4L'! I ACI_Ect -2-2 Neutral Axis Distance 14.0550 in 14.0550 in Phi 06500 0,6500 Max Limit kl/r 34,0000 34.0000 Beta = M:sustained/M:max 0,4284 1.0000 Cm 1.0000 1.0000 El / 1000 0.00 0.00 Pc : pi^2 E I / (k Lu)A2 0.00 000 alpha: MaxPu / (75 Pc) 0,0000 0,0000 Delta 1 0000 1,0000 Ecc: Ecc Loads + Moments 1.005 1,005 Design Ecc = Ecc " Delta 1.005 1.005 _ ACI Factors (per ACI 318 02 applied internally to entered load .._ .term 11 . o s) Beta 0.850 ACI Eq. C-3 14.0550 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 1.005 in 1.005 in ACI C 1 & C 2 DL 0.750 < ac 0,900 Add"1 "0.9" Factor for Seismic 1,300 1.400 ACC p .. .. I C-2 Grow Factor ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor .,..seismic = ST " 1.100 1,400 0.900 Brostr6m Engineering, PLC 922 1/2 Washington Street #6 s Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: i-nikaelbi-osti-oi-n@yahoo.com BY: DATE: oq �� of jo PROJECT.- sm 171/ 7, A) SHEET: v PROJECT ADDRESS: JOB NO.: 07c SUBJECT: C o;4j c R 6 7-,f A c 7, 0, 57 9 d 19. 5"1 -s ide- >- id e, Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 �f,+ ,r�sarii `r U1 a KW-0Fa06821 Ver , 0,0 1 Nov 2006 W�V 9,i 3 A'.)06 t N8: N!CA ( A ngisinwcinq Software Description P5 rZpnpral Information Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostr6m, P,E Date: 1:4113M, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope: �1 J Page 1 Timber Column Design 07026 ealvv CaBc¢alat¢ans de Ref: 1997/2001NDS, 2000/2003 IBC, 200 3 NFPA 5000. Base allowables are user defined - Wood Section Versal-am3.5x7.2 Total Column tFacto 1.25 ft Rectangular Column Load Duration Factor 1.25 Column Depth (along y-y axis) 3.50 in Fc 3,000,00 psi Width (along x-x axis) 3 50 in Fb 2,650,00 psi Manuf E - Elastic Modulus 1,700 ksi Boise Cascade, Versa Lam Column Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending Loads 9,00 ft 9,00 ft 9.00 ft Dead oShort Term Load Live Axial Load 92oad Live 0-00lbs Load 3.250.00 Ibs 0.00 Ibs Eccentricity 0.580in �rrrrrr Column OK Using : Versal-am3.5x7.25, Width= 3.50in, Depth= 3,50in, Total Column Ht= 9.00ft DL+LL DL+LL+ST DL+ST fc : Compression _ 503.67 psi 503.67 psi 238.37 psi Fc : Allowable i 723.32 psi 728.72 psi 728.72 psi fbx : Flexural 500,80 psi 500,80 psi 237.01 psi F'bx: Allowable 2,650.00 psi 3,312.50 psi 3,312,50 psi Interaction Value 0.8164 0.9427 0.2121 Stress Details ooma;x�pn�mur�3, rrm�m� ranu�aarr+ice For g Stress Calcs... x Fc : X-X Fc : Y-Y p 3 i p Max k"L u / d 50.00 F'c : Allowable 723.32 psi Le : Bending 16.56 ft F'c:Allow * Load Dur Factor 728,72 psi (Lu-xx * NDS Table 3.3.3 factor) F'bx 2,650.00 psi Rb : (Le d / b12) ^ 5 T535 F'bx * Load Duration Factor 3,312,50 psi Min Allow k*Lu / d 11.00 Cf:Bending 1,000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu / d 30.86 Axial Y-Y k Lu / d 30.86 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 User. Kw 0606821, Ver 5 6 0, 1 Nov 2006 tr,11983 2006 YhkURtl„ A.Ld., Software Description P6 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Timber Column Design 0702 famirn-sindiecw a9e.. .._... c t0n1 General Information da Par- 1QQ7/9001 NDS 2000/2003 IBC. 2003 NFPA 5000, Base allowables are user defined _ ur uuui!+�a WoodSection Rectangular Column Column Depth (along y-y axis) Width (along x-x axis) Sawn Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending s Loads 4x4 Total Coumn Height Load Duration Factor 1.25 3,50in Fc 1,000.00 psi 3.50in Fb 1,200,00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, No.1 8,00 ft 8.00 ft 8 00 ft Dead L_oad,�, Live Lnad�,m.._.._. Axial Load 2,340.00lbs 2,600.00 Ibs Eccentricity 0,580in C3t:jm=rnary" Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 6.00ft fc : Compression 403.27 psi 403.27 psi Fc: Allowable 541.60 psi 564.89 psi fbx : Flexural 400,96 psi 400.96 psi F'bx: Allowable 1,800,00 psi 2,250 00 psi Interaction Value 0.9128 0.9940 �s Fc: X-X Fc: Y-Y F'c : Allowable F'c:Allow ' Load Dur Factor F'bx F'bx " Load Duration Factor _ 11ort'TLapia Load 0.00 Ibs Column OK DL + ST 191,02 psi 564.89 psi 189,93 psi 2,250.00 psi 0.2348 n=541 ,60 psi s F Stress Calcs... For Bending 541 60 psi Max k'Lu / d 50.00 541.60 psi Le : Bending 14.72 ft 564.89 psi (Lu-xx ' NDS Table 3.3,3 factor) 1,800.00 psi Rb : (Le d / b^2) 1.5 7.104 2,250.00 psi Min. Allow k"Lu / d 11.00 Cf:Bending 1.500 For Axial Stress Calcs... Cf : Axial 1.150 Axial X-X k Lu / d 27.43 Axial Y-Y k Lu / d 27.43 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Um D KW-Mt'NG921 , Ver 5B f) I ,NoM1 200,'i 4CE0.+PR.R.CM t, Eatitprraeenviag kftwary Dui Description P7 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostr6m, P,E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend. WA 98368 Scope : Timber Column Design Page 1 07028 ova nupe'SAIl a t ecw calcoations General Information de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Rectangular Column Column Depth Width Sawn 4x8 (along y-y axis) 7.25 in (along x-x axis) 3.50 in i otai uotunin meignt t 3MU R Load Duration Factor 1.25 Fc 1,000.00 psi Fb 1,200.00 psi E - Elastic Modulus 1,600 ksi Douglas Fir - Larch, NO-1 Unbraced length for "y-y" axis sideways deflection 13.00 ft Unbraced length for "x-x" axis sideways deflection 13 00 It Lu XX for Bending 13,00 ft Loads — e iaawwr n wsmrxsuwrnnnN iwl tt Dead Load Live Load trort "1&-n Load Axial Load 2,340 00lbs 2,600.00 Ibs 0.00 Ibs Eccentricity 0.580in r. Mlum�mary �[ - I I Using : 4x8, Width= 3.50in, Depth= 7.25in, Total Column Ht= 13 00ft DL+LL DL+LL+ST fc : Compression 194.68 psi 194,68 psi Fc : Allowable 228,86 psi 231,68 psi fbx : Flexural 93,45 psi F'bx: Allowable 1,515,96 psi 93,45 psi 1,872.21 psi Column OK DL+ST 92.22 psi 231.68 psi 44,26 psi 1,872,21 psi Interaction Value 0.5995 0.7675 0.1844 Stress Details Fc : X-X 228.86 psi For Bending Stress Calcs... Fc : Y-Y 720.90 psi Max k'Lu / d 50.00 F'c : Allowable 228.86 psi Le : Bending 23.92 ft F'c:Allow " Load Dur Factor 231.68 psi (Lu-xx " NDS Table 3.3.3 factor) F'bx 1,515.96 psi Rb : (Le d / b12) 1.5 13.034 F'bx ` Load Duration Factor 1,872,21 psi Min. Allow k'Lu / d 11.00 Cf:Bending 1.300 For Axial Stress Calcs... Cf : Axial 1.050 Axial X-X k Lu / d 44,57 Axial Y-Y k Lu / d 21.52 Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 4,1*F l 1{Wbf.Y,3w"r14:n4�;f� fifer 158LI N NO 2ORY'3 flcpFPB3.2006 ENERCALCt porw�� m��ro �of4w :,ir�8 Description P7 ALT General Information Wood Section Rectangular Column Column Depth Width Manuf Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P.E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope Timber Column Design Page 1 0702E3 r rarvi�e •„�rerid(7�cw d :arc l°71iC�r de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFP A 5000, Base allowables are user defined �w�e� rire�rvr rim,�urw;+ir��;mc�muaur%�wudr�nwirimmuwri,�as+�;m Total �'tedC@ght VersaLam3.5x7.2 13.00 ft` Load Duration Factor 1.25 (along y-y axis) 5,25 in Fc 3,000.00 psi (along x-x axis) 3,50in Fb 2,650.00 psi E - Elastic Modulus 1,700 ksi Boise Cascade, Versa Lam Column Unbraced length for "y-y" axis sideways deflection Unbraced length for "x-x" axis sideways deflection Lu XX for Bending Loads.. 13.00 ft 13.00 ft 13.00 ft Dead Load Live, Load Short,6"eemi, Load Axial Load 2,340.00lbs 2,600.00 Ibs 0.00 Ibs Eccentricity 0.580 in Summary -� Column OK Using : VersaLam3.5x7.25, Width= 3.50in, Depth= 5,25in, Total Column Ht= 13.00ft DL+LL.._ DL+LL+ST DL+ST fc : Compression 268.84 psi 268.84 psi 127.35 psi Fc : Allowable 352.99 psi 354,00 psi 354.00 psi fbx : Flexural 178.20 psi 178.20 psi 84.41 psi F'bx: Allowable 2,592.30 psi 3,213.27 psi 3,213.27 psi Interaction Value 0.4397 0.6600 0.1606 Stress Details Fc : X-X 352,99 psi For Bending Stress Calcs... Fc : Y-Y 777.60 psi Max k"Lu / d 50.00 F'c : Allowable 352.99 psi Le: Bending 23.92 ft F'c:Allow " Load Dur Factor 354,00 psi (Lu-xx ' NDS Table 3,3.3 factor) F'bx 2,592,30 psi Rb : (Le d / b12) ^.5 11.091 F'bx " Load Duration Factor 3,213.27 psi Min, Allow k"Lu / d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf : Axial 1.000 Axial X-X k Lu I d 44.57 Axial Y-Y k Lu / d 29.71 Brostro*'m Engineering, PLLC 922 1/2 Washington Street 96 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 o E-mail: iilikaelbi-osti,olll@yalloo.com BY: AB DATE: 03 PROJECT: f A) I & PROJECT ADDRESS: JOB NO.:111-1(191710112-91 SUBJECT: goo L-Z5 —FZ (( 'ov L-&-5 ep ry TL rc 4 & L 35 15--o 1-3-5 cc S 3,20y- 'bo"x zo 6A, LOA Fbb Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 _Nay3itr .� _ I)SW K,,a.iT70~W,I Ver 5 80 1-Nov-2006 gig a 20Utr ENE F d'At N W uYa3u'ov947Ci�u "ituF4veWe m,f u Description F2 Title: Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P,E Date: 1:41PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 Scope : Square Footing Design Page 1 07028 rreaNuµra sgm ih ecvcaiculations , Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 500 General Information c Dead Load 1.600 k Footing Dimension 2.500 ft Live Load 4 400 k Thickness 20.00 in ShortTerm Load 0.000 k # of Bars 6 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 0 000 psf fc 2,500.0 psi Concrete Weight 145,00 pcf Fy 40,000 0 psi LL 8 ST Loads Combine Load Duration Factor 1 330 Column Dimension 5 50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design, Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 16,500 in As to USE per foot of Width 0.432 in2 200/Fy 0,0050 Total As Req'd 1.080 in2 As Req'd by Analysis 0.0001 in2 Min Allow % Reinf 0.0014 Min, Reinf % to Req'd 0„0014 % � uml�tna Y" Footing OK INS 2.50ft square x 20.Oin thick with 6- #4 bars Max. Static Soil Pressure 1,201,67 psf Vu : Actual One -Way 0.00 psi Allow Static Soil Pressure 1,500,00 psf Vn*Phi : Allow One -Way 85,00 psi Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu :Actual Mn * Phi : Capacity 1,201 67 psf 1,995 00 psf 0.99 23.22 Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections- 6 # 4's 4 # 5's 2 #Ts 2 #8's 3.77 psi 170,00 psi 3 # 6's 2 # 9's 1 # 10's Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 R r 58000D U r N4W4',;6rAAN 021 VP( `ro 8 0 t-Nov 2006 �cj1Jai' 2006 ENrP^RCAE?] I,i Kpirkriq'orl S cghvare Description F3 General Information Title : Smith / R'on,upi Job # 07028 Dsgnr: Mikael Brostrom, P.E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street 014 Port Townsend, WA 98368 41 Scope : Square Footing Design Page 1 07()26 roriign-smith em Calcvlaljoro7 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 500 _,._ CIM��iNiom�,aw�wmiwwwrew:rv�mmr�umw.��mmouu:uw oncu,uw ��* ��»„�, w�,�•••.�•,� Dead Load 1 400 k Footiplg Climensiopl 1.330 ft Live Load 3,710 k Thickness 8,00 in Short Term Load 0,000 k # of Bars 5 Bar Size 4 Seismic Zone 4 Rebar Cover 3.250 Overburden Weight 0 000 psf fc 2,500.0 psi Concrete Weight 145,00 pcf Fy 40,000.0 psi LL & ST Loads Combine Load Duration Factor 1.330 Column Dimension 5.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design, Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 4.500 in As to USE per foot of Width 0.173 in2 200/Fy 0.0050 Total As Req'd 0.230 in2 As Req'd by Analysis 0.0006 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % ["Suminary Static Soil Pressure Exceeds Allowa 1,33ft square x 8.Oin thick with 5- #4 bars Max, Static Soil Pressure 2,985,47 psf Vu : Actual One -Way 5.42 psi Allow Static Soil Pressure 1,500.00 psf Vn*Phi : Allow One -Way 85.00 psi Max,. Short Term Soil Pressure 2,985.47 psf Vu :Actual Two -Way 28.71 psi Allow Short Term Soil Pressure 1,995,00 psf Vn*Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections.., Mu :Actual 0.46 2 # 4's 1 # 5's 1 # 6's Mn * Phi : Capacity 8 82 1 # 7's 1 # 8's 1 # 9's 1 # 10's Brostrom Engineering, PLLC 922 1/2 Washington Street #6 Port Townsend, WA 98368 Title : Smith / Romijn Job # 07028 Dsgnr: Mikael Brostrom, P.E Date: 1:41 PM, 2 APR 08 Description : 1510 Monroe Street Port Townsend, WA 98368 f Scope : ��� r K��ahr�d7,1,� Square Design Re U 66e, S User YMW f� r414,atY'�Y lF�kr 5 £7 0 t-tJaa �00C�r fY g L Egujirw:^.e3dor)g Soflw�are `7 _are Footing esm_tl.,m o Description F4 Page 1 07028 ecw Calculaliorrs General Infoorrmation Code Rf ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead x� �rx l�l swYIrII ' sly 4,650 k rw luly l FootingDimension 3,000 ft. Live Load 5.090 k Thickness 15.00 in Short Term Load 0,000 k # of Bars 5 Seismic Zone 4 Bar Size Rebar Cover 4 3.250 Overburden Weight 0.000 psf fc 2,500.0 psi Concrete Weight 145,00 pcf Fy 40,000.0 psi LL 8 ST Loads Combine Load Duration Factor 1,330 Column Dimension 13.50 in Allowable Soil Bearing 1,500.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 11,500 in As to USE per foot of Width 0.324 in2 200/Fy 00050 Total As Req'd 0.972 in2 As Req'd by Analysis 0,0002 02 Min Allow % Reinf 0,0014 Min, Reinf % to Req'd 0.0014 % E�umm�ary Footing OK p 3.00ft square x 15.Oin thick with 5- #4 bars Max. Static Soil Pressure 1,263 47 psf Vu : Actual One -Way 0.00 psi Allow Static Soil Pressure 1,500,00 psf Vn*Phi : Allow One -Way 85,00 psi Max, Short Term Soil Pressure 1,263,47 psf Vu : Actual Two -Way 7.85 psi Allow Short Term Soil Pressure 1,995.00 psf Vn*Phi : Allow Two -Way 170.00 psi s Alternate Rebar Selections... :ActualMu Mn * Ph : Capacity 111.24 2 # Ts 2 # 8's 1 # 9's 1 # 10's Bra :ro" m Engineering, PLL C 9 t/'2 Washington Street 116 0poja t'J's,Mwtjsend, WA 98368 Pdjorje & Fax: (' 60) 379-6402 lea -mail: tit:�ikzaelbs-osti-<)Ill@)'011 0.cOull 4 r 3RJ SHEET:,.. .. m.. BY: P 3 DATE: 03I(3/, .. w.,.. _.. PROJECT: SNi l it( 0�._ JOB NO.: PROJECT ADDRESS,:,... SUBJECT: Tod AvAIi—S N = 2K CD � fed Z - IYt I -Bs (1, 33'(2 Y> Lf5 oo 4-u5 Cm1 c p G r. O 12 at p se P'5" E 7-Z x Tl 0A1 Ali rL L N47N- S(Dc M EMSE2 NAIL LtN4774 = 31 S 14 sc �E /k6.k3EfZ ti 1, S �,� �� 3,S• r,s =2 o,rG2 1 rostr6m Engineering, PLLC 922 1/2 Washington Street #6 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 s E-mail: iiiikaelbrosti-oiii@yalioo.coiii BY: DATE: 0 13 /0'9 PROJECT: SM i—IN SHEET: JOB NO.: PROJECT ADDRESS; SU BJ ECT: I;Z ?5F 2j (r 2 F 7)- r 6 y- 7 wA LL \A/x l S, 079 (-B-S 1/ 5 10 LBS V3 -Z' ' 7+. z 5-71 FT- 77 lot ICVQ�u Brostrijin Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 9 E-mail: mikaelbrostrom@yalloo.corn A:s . .. .... A-3As- r\---A 1K A 7A I 'N J�j.OUT� ELEVATION 5'7F. IN : 1 0 Ai A3 = (09 F, A F7-' A A6 3 2A") FCO-,p-?_ p t 53F7" 04,r) r 0 ep5 ;, � 10 Las IST FLO&-�- CL, 5-R toe Ur 7 5F 2 11 3T� C-L (-S ?5 F (!,00 F7 7,17) ?5F 3 F7--) 3 4 "',rf5 2,113 j!�5 1 rostron Engineering, PLLC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: DATE PPIROJlECT: ��,? u e tf h� D M f Z/Vl ... _, SHEET:.. L'-.�..w_. PROJECT ADDRESS: JOB .... a... SUBJECT: W /rD i l ��h SI�r✓h� 45 rLoof ?- Root '�` � WEST ELEVATION A, - 3-4F) ' �Z - ��� Z A: of3F—, I 3dOr A.� 82r+ z z5,lg(s�r7-z7�,��-) - 3390 ,42z.t-35 15T Fv7 P = z�.1 C'"�w' ��1F L* b�F;-�3 :r`t. c �'/L(33 L-3� (0,�38�bS Brostro" m Engineering, P LC 922 1 /�2 W ishill9to m, Stl,ccs �jO . iwtab't ,j`(wwwoseod WA98368 1)11()Ia & l,'«ax: (36 1 179-6402 � I' aaa*�ik: w�ail�;�a lla�'Qa�l'pc�taa�ra�.y a�a�a�a.�cr�a� BY: DATE: 03� 3/. l n-m PROJECT: nnnRFCC° . ... -e/2 -- T,� -r- Vk - 0,3D mi r h Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 9 Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 a E-mail: i-nikaelbi-ostrom@yahoo.com DATE: 0 J"/ & SHEET: BY /o PROJECT: S M �' 7-14 /2 � 0 �44 e-' _JOB NO.. PROJECT ADDRESS: 7- ? [r i4-0 LZ 5/1 Z F7 59 7c F F7 14 0-0 LZ5 ?LF NF7 01 2�0 ?LF 2 990 L--,bs J F7- IS F7 119?(.F 7-= 2-40 Ff-F(I5FT) 3 (p o o &0 R- F rostrom Engineering, 'LC 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mikaelbrostrom@yahoo.com BY: DATE: d 3 l (3 /0 8 PROJECT: . "M..I ! H y �e' �. , . SHEET: L. PROJECT ADDRESS: 1OB NO.: D 7o f (= �L9r jojooLZS V = (oo-7 Lw5/tol'7- _ /of PLr 1= 7'10 ?LF ( 9 rr j= 2 I G o t-zz Z'5 f --- 13 Y f 1 (o 60D �g5 �4�� rT')/Z- 54 FT z = 3 �0,8 Las �z,y 3Ge8 t--6s 7-z7� ?Lr z.s S 4 g,_®<< -1- 31_,,P, FT t �991 U6S + L1q(��S try u `f43L�Srll,� �; = 3g� tLr = 1450 rLF(8rR) a .3�00LgS w� 4-9 mV T:r 36c7o 4- �5& = � ( 90 LbS r�- 0 O O Brostrom Engineering, PL C 922 1/2 Washington Street #6 • Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 • E-mail: mil<aelbrostrom@yahoo.com BY _ DATE: PROJECT: SM I 2 PROJECT ADDRESS: SHEET: -I JOB NO.: 0702 � SUBJECT: I� �7 = lo}��L �J'iar%'JI;RS`fi%L + �2�IQ63� ?t7 = 2p72 as t 1 g2.L-65 � = 14 FT U7 m 3o,/I LfF 7_.. 2 1$ PLr o PL F ( Sr T) C-165 L 72 - /o 0O L35 Cz f 3 F r` Va 1 : `i rT 7- + 'rlY I q a 3 La �8 � 72 LI&S t `i 9/ L6S = 12 G ? I S Li f7" llg 1 2.(, � L-6S/1(.I FT ?(-F A" a, I®la®L85 C131F%2��2°Isvr7l t A = I-17SLis+ & 0L_gS = ►, I�� LZS f = ( I5oLWr qFi = 2 i PSF j = 356r�F 8F'1 2LgODL.3s 'r = ? 80o L_3S 3?ao L3S = % 000 c- COS Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 * Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 9 E-mail: mikaelbrostrom@yahoo.conl BY: -B DATE: 03 /I� /9 PROJECT: -SM 1--CM SHEET:-, PROJECT ADDRESS: JOB NO.�: SUBJECT: 6-A � IA )14LL.5 qOL7) 7)eLJA)C .5Lj tc ?A 5'14 FT 577- -3 73 TLF -rA = 9 5-0 P (-F 10 70o Lg5 FT- + q4.I435 (.2 NSF74'(Frz + t o R GAS = C9 5 L 3 S 3605 t. �5 F T 5-0 ?&F 0,F0 + 6- 2-0 Lzs c- 0 7,.ro LI&S e1,821 F, 7 9 S(f FT (W IOU 67o V L(2gz L_,S5 b_S Ll g 0 LBS t Lre- ligo cis/ X2,;7FT 700 TV -to ?L-f ( 9 F 7-) LDS SLDTEC> Coll e, -T- 7- 76 00 L-63 0 L &5, F 7- 7- TE 2 IfD PC -F -S5 4 2- 0 Brostr6m Engineering, PLLC 922 1/2 Washington Street #6 - Port Townsend, WA 98368 Phone & Fax: (360) 379-6402 - E-mail: mikaelbrostrom@yahoo.com �q5 Receipt Number: 6-07851, Receipt Date."081 1i 008 Cashier: SWASSMER PayexlPaye r Name. McFadiun and Davis Original Fee Amount Fee Permit Parcel Fee Description Amount Paid Balance BLD08-070 984601303 Plan Review Fee $1,151.90 $495.04 $0.00 BLD08-070 984601303 Technology Fee for Building Permit $35.44 $15.23 $0.00 BLDOB-070 984601303 Plan Review Fee - Revision $50.00 $50.00 $0.00 BLD08-070 984601303 Building Permit Fee $1,772.15 $761.60 $0.00 Total: $1,321.87 Previous Payment History Receitut'# Receipt Cate' Fee Description Amount Paid Permit 08-0426 04/29/2008 Building Permit Fee $1,010.55 BLD08-070 08-0426 04/29/2008 Energy Code Fee - Residential Remodel $50.00 BLD08-070 08-0426 04/29/2008 Mechanical Permit Fee per Dwelling Unit - 1 $150.00 BLD08-070 08-0342 04/03/2008 Plan Review Fee $150.00 BLD08-070 08-0426 04/29/2008 Plan Review Fee $506.86 BLD08-070 08-0426 04/29/2008 Plumbing Permit Fee per Dwelling Unit - Ne $150.00 BLD08-070 08-0426 04/29/2008 Record Retention Fee for Building Permit $10.00 BLD08-070 08-0426 04/29/2008 State Building Code Council Fee $4.50 BLD08-070 08-0426 04/29/2008 Technology Fee for Building Permit $20.21 BLD08-070 Payment _ C hie cit Payrwtu Brut Method, Number I Amount CHECK 6804 $ 1,321.87 Total $1,321.87 genpmtrreceipts Page 1 of 1 Date Issued . ... AppI . ppvON JACOB H . . ...... . ..... ......... TYPe , FRI �E;iiii Expiration Date 1�98CQOW Parcel# R4i6i'i6i "-" .... I- ' ' '' - - ----- . .......... .. . Parent # ;r")­E' M" Rpissiie Date Site Address 15 10 MONROE ST Date Subutined 1'0' '3" ' 2'0'- 0 1-8 Date ClosedIV i&108- Project Nwne Oew M Technically Complete L Ac o 2) R-II "t Act nf6iiikc6i zoiljng I' Date Approved Status Date [Foxk2i/�2(xi' status JHR;nTG . .............. . OvertideExpire?r- Govenunent?r- Nutes?p In Process- 119 days ZTew Applicad6n']_Q�Tq ,!,ers J_qop Quma7App#(—­ ... ....... ...... . ... . 1-11,11 .. . .... .. ...... JormLetters ... iaaol van23866044 238660,44 $1,010,55 $1,772,15' Mp .RR valua6on 238660,44 238660,44 SWOO $10,00 Adyll, : �mc H r Valuation 238660,44 238660-44 $20,21 $35A4 0 $50,0;0 . . . ........ . . Stabc $150,00 $150,00 $1%00 _Ji I-NEW-FIC, St abc . . . .. ............ -- - -'- .............. .. ............. 238660,44 44 9 N a ..... . ..... ..... .... ................ f 1!1�.- 0 T'N R 'V E Mill f $500 .... .. ..... .. ........... ---' j„iiir S2,01 ,373, 9,111 All Aifima Ifistary $1,321,87 F 90RT �0� LN Receipt Number: 08,,0426 Re ce ip,t Date: 04/2912008 Cashier, SWAS�SM ER, Payer/Payee Name: ROM WN JACOB H Original Fee Am ount Fee Permit # Parcel Fee Description Amount Paid Balance BLD08-070 984601303 Plan Review Fee $656.86 $506.86 $0.00 BLD08-070 984601303 Technology Fee for Building Permit $20.21 $20.21 $0.00 BLD08-070 984601303 Energy Code Fee - Residential Remi $50.00 $50.00 $0.00 BLD08-070 984601303 State Building Code Council Fee $4.50 $4.50 $0.00 BLD08-070 984601303 Plumbing Permit Fee per Dwelling L $150.00 $150.00 $0.00 BLD08-070 984601303 Mechanical Permit Fee per Dwelling $150.00 $150.00 $0.00 BLD08-070 984601303 Building Permit Fee $1,010.55 $1,010.55 $0.00 BLD08-070 984601303 Record Retention Fee for Building P $10.00 $10.00 $0.00 Total: $1,902.12 Previous Payment History, Re ce 1pt # Re celpt Dale Fee Description 08-0342 04/03/2008 Plan Review Fee Payment Check Payne e rat Method Number Amount CHECK 1081 $1,902.12 Total $1,902.12 amount Paid Permit 10 $150.00 BLD08-070 genprTitrreceipts Page 1 of 1 0N0 , 008Cashier: tWASSMER , p y riPa) Receipt Number: 0 3 COB Original Fee ounnt �M'"erit 0" Parcel 'Fee Description mottr1f, Paid BLD08-070 984601303 Plan Review Fee $150.00 $150.00 $0.00 Total: $150.00 genprrdrreceipts Page 1 of 1 MY City of Port Townsend Development Services Department 250 Madison Street Suite 3 Port Townsend WA 98368 (360) 379-5095 FAX (360) 344-4619 MEMO TO: Patty Welker, Finance FROM: Scottie Foster CC: McFadin and Davis DATE: June 30, 2008 RE: Refund for BLD08- 144 On June 23, 2008, McFadin and 1avid paid $150 tim- buildHig pernill BI,1)08-144. That pennit was flicii deemed uiinceesqary ajid the work will be permitted tender an earlier permit. Therefore, please refund $150 to McFadin and Davis, 211 Taylor St, Ste 7, Port Townsend, WA 98368. A copy of the receipt and of the FIMS Report is attached for your records. a a F"nio Q Im N N Mcj C" 'N O N N M� rf, O O J�IJ i" O O C /'YAi O O R (/r/ / O O co O� { T pNT P fr �. I� O f O u JO f�i ) O 0 IJ,��J;i/err T i r j �y O to a l0 O W N J/ V �r m t0 ,fir - OJ O � C Lr O F I ;L H Do W O 0 vl � N !O O O � tL m 0 � C! �C m Z r 2 O LL I-- 0 M N � 3 O m CD cn N C Lo L R O O F —, OD CO v o 1 I Receipt Number: I � p ° WA _1308-144 984601303 Plan Review Fee $150.00 $150.00 $0.00 ......... Total: $150.00 HECK 6495 $ 150.00 Total $150.00 6. lenprrtrreceipts Page 1 of 1 CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:OOpm THE DAY BEFORE YOU WANT THE INSPECTION. FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. DATE OF INSPECTION:_��/ �sPERMIT SITE ADDRESS: / S (C7 1 )k CONTACT PERSON: Q0 04 1,:rAJ PHONE: TYPE OF INSPECTION: `f _ ❑ APPROVED ❑ APPROVED WITH ❑ NOT APPROVED �p CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before _-, checked at next inspection proceeding. V � _ .�ate �l � Inspector �.�-.�� ...._,_.m..� Acknowledgement_ Date Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready far inspection. 9ORTro CITY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT z INSPECTION REPORT CALL THE INSPECTION LINE AT 360-385-2294 BY 3:00pm THE DAY BEFORE YOU WANT THE INSPECI I 10M FOR MONDAY INSPECTION, CALL BY 3:OOPM FRIDAY. 'Orl DATE OF INSPECTION: > PERMIT NUMBER: L Lh d - SITE ADDRESS: CONTACT PERSON: PHONE: TYPE IF INSPECTION: -,� S'-S ..... . . ................ 11 APPROVED 0 APPROVED WITH CORRECTIONS Ok to proceed. Corrections will be checked at next inspection Inspector Date Acknowledgement Date 0 NOT APPROVED Call for re -inspection before proceeding. . . ......... ,4pprovedplans andpermit card must be on -site and available at time of inspection. 4 re- inspection fee may be assessed if work is not ready for inspection. Inspection Report Cd Project ��b�0 U� Permit . ....... ... ........... _..w___ Date Inspector Inspection & Notes va PA �s Cd 06" _ ...... ......... _ .. VORT 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: PERMIT NUMBER: SITE ADDRESS: "IF . .......... . . . . .... PROJECT NAME: CONTRACTOR: Jsll," CONTACT PERSON: PHONE: AL'C, L Oe I (" ("'Q o . . . . ...................... . . . . ........... ................. .. ................................ . . . . . . ....... . ....... . ................... . . .............. ................. . (1!64 0 APPROVED retyAPPROV[U) WITH 11 NOT APPROVED ,4" "L61,111E(71'10NS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. . .. .. .. . ..... 7 Inspector Date Approved plans and permit card must be on -site and available at time of inspection. A re -inspection fee may be assessed if work is not ready for inspection. '9onxo CITY OF PORT TOWNSEND c DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT w�a 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: PERMIT NUMBER: SITE ADDRESS: m -' PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: u TYPE OF INSPECTION. k� '' ZAPPlt,f:M'1°'E,I) ❑ APPROVED WITH ❑ NOT APPROVED CORRECTIONS Ok to proceed. Corrections will be Call for re -inspection before checked at next inspection proceeding. Inspector Datel � ....... ._............ 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. unr, I TY OF PORT TOWNSEND DEVELOPMENT SERVICES DEPARTMENT INSPECTION REPORT M4wa For inspections, call the Inspection Line at 360-385-2294 b 3:00 PM the day before you want P � P Y Y the inspection. For Monday inspections, call by 3:00 PM Friday. - ATE INSPECTION: IT U .. -.._ SITE ADDRESS: PROJECT NAME: CONTRACTOR: CONTACT PERSON: PHONE: TYPE OF INSPECTION�t'' ■ APPROVED WITH CORRECTIONS * i " .. i w checked at next inspection Inspector Date Call for re -inspection before pi ' edin, _..__..... _.1..... -4-) ------------------- --- Approvedplans 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. Jefferson County DCD Building Division Correction, Notice PERMIT NUMBER OWNER _...._ _.! JOB LOCATION I NI V &Q- - K �. Inspection of this structure has found the following violations: You are hereby notified that no more work shall be done upon these premises until the above violations are corrected, unless noted otherwise. When corrections have been call Date. 1.�_'.._`�3 r inspection. ........................ Inspector.. - -� �"V- BUILDING DIVISION (360) 379-4450 INSPECTION HOTLINE (360) 379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE Jefferson County DCD Building Division Correction Notice PERMIT NUMB p ��P45� , a OWNER JOB LOCATION _.. t' , r,� [) Inspection of this structure has found the following violations: You are hereby notified that no more work s� all be done upon these premises until the above violations are corrected, unles, noted otherwise. When corrections have been made, call for inspection. Date TM : .. `�:.._ ...... BUILDING DIVISION (360) 379-4450 4 SPECTION HOTLINE (360) 379-4455 THIS NOTICE MUST BE KEPT WITH APPROVED PLANS ON SITE