Loading...
HomeMy WebLinkAboutPermit D05-113 - LU RESIDENCE - ADDITIONLU RESIDENCE I 14114 55 AV S DOS -113 _City 6. Tukwila S teven M. Mullet ) Mayor 44 . Department of Community Development Steve Lancaster Director 1 I0 6300 Southcenter Boulevard, Suite #100 N f Tukwila, Washington 98188 f Phone: 206-431-3670 4 " " "' " " Fax: 206 - 431 -3665 1908 Web site: ci. tukwila. wa. us DEVELOPMENT PERMIT Parcel No.: 3365900143 Address: 14114 55"S TUKW Suite No: Permit Number Issue Date: Permit Expires On: DOS -113 05/13/2005 11/09/2005 Tenant: Flood Control Zone: N Name: LU RESIDENCE N Start Time: Address: 14114 55 AV S, TUKWILA WA Y Volumes: Cut 20 c.y. Owner: Landscape Irrigation: N Name: LU JASON DUNG M Phone: Start Time: Address: 14114 55TH AVE S, TUKWILA WA N Contact Person: Sewer Main Extension: N Private: i Name: ANDY TRAN Phone: 206 229 -8898 Address: 8136 5 AV SW, SEATTLE WA Street Use: N Contractor: Name: TRANSON'S HOME Phone: 206- 355 -8793 Address: 151 SW 100 ST, SEATTLE WA Contractor License No: TRANSH *960M3 Expiration Date: 07/23/2006 DESCRIPTION OF WORK: TWO STORY ADDITION TO EXISTING TWO STORY SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE STORM DRAINAGE AND EROSION CONTROL. Value of Construction: $98,687.15 Fees Collected: $2,322.45 Type of Fire Protection: SMOKE ALARMS International Building Code Edition: 2003 Type of Construction: VB Occupancy per IBC: 22 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non- Profit: N Water Main Extension: N Private: Public: Water Meter: N doc: IBC - Permit D05 -113 Printed: 05 -13 -2005 Z w 00 CO 0 C0 CO L w L? � =w Z� t— O. w ~ w U 0. ON 0 H w F_- �Z ID z O Z 4 'fw ` .1' .j�.. i.C.3.• }:� ,. 1'.w.L.«.n.il.,+.1m.w4S75it:rJ S'l•:.tY.CvSi!fwx.'WXbtiM'M' M1t wvi- r. r.- .N� -r� Z w 00 CO 0 C0 CO L w L? � =w Z� t— O. w ~ w U 0. ON 0 H w F_- �Z ID z O Z Cit y a. Tukwila Departnietit of Comniuiiity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us Permit Number: Issue Date: Permit Expires On: Steven M. Mullet, Mayor Steve Lancaster, Director D05 -113 05/13/2005 11/09/2005 Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein Qr ._not. ---- "- The granting of this permit doesnt.presume to give authority to iolate or cancel the provisions of any other state or local laws regulating construction- or performanc o`two k. I am authorize o sign and obtain this development permit. Signature: --- - Date: 3 O� Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Z Z �W 2 �D J U UO N U) J U LL WO U- D. = d. �W 1- 0 Z E-- Uj �o U O U 0 t— LU =U u. O . w Z U= O .�` Z Cit y of Tukwila Y9C8 Department of Community Development 1 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 3365900143 Address: 14114 55 AV S TUKW Suite No: Tenant: LU RESIDENCE Permit Number: Status: Applied Date: Issue Date: DOS -113 ISSUED 04/08/2005 05/13/2005 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). ` 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that doc: Conditions D05 -113 Printed: 05 -13 -2005 d G. ,:ri:.a.. :.i.• .h.. S'i. + }.�. :4+..Y...c }� ,41...e�rl,'�`:'e,:,F`w a�G {C''kYri}S:0.'r'w'-;s1C�'�'E "� } �...• +H ;,�,.Nr. .: ar <<. *' +pr ••a'`t, <" '. +'r`':`'Ff, Z z �w 2 D UO N C0 LLI J = F— N LL w UQ (D d =w z F- �0 z�_ w LLj �o U O N 0 H w U_ F- � co O z �g City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall Z be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum W distance of 4- inches shall be maintained above the controls with the strapping. QQ 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of to o Public Health - Seattle and King County (206/296- 4932). = J H 17: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department U) w of Labor and Industries (206/248- 6630). w 0 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, U_ any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits c a presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila w shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the z Building Official from requiring the correction of errors in the construction documents and other data. F. 0 Z t- 19: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** U 0 N 20: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 00 i 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. w — 21: Contractor shall notify Public Works Utility Inspector at (206)433 -0179 of commencement and completion of work at least = w U o 24 hours in advance. - 0 co 22: Any material spilled onto any street shall be cleaned up immediately. o H 23: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation Z off -site or into existing drainage facilities. 24: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 25: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 26: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. * *continued on next page ** doc: Conditions D05 -113 Printed: 05 -13 -2005 r ...i..z.. t.a � �.:c�C: '.t::i.. w::iC,si ..f .r . z �' � : :��; ` . t : �;� ,� �% �' '.�%di4fY��"i.Y ":+x: + 7 ✓µ < `.ii 'r ^� ` .'�. >,;zr,� � :iq:r,� i f City of Tukwila INS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the. provision of any other work or local laws regulating construction or the performance of work. Signature: Date: Print Name: M z F w u� D . U O NO UJ �L w o u- C, =W z� �-o z �-- U� O N° O F- W W H U iil z U CO OH z CITY OF T UKWI LA Community Development Department Public Works Department Permit Center rsos '� 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. Mechanical Permit No. (/.'? J c Public Works Permit No. Project No. _ use Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE'LOCATION . King Co Assessor's Tax No.: 7 Site Address: I&/I a !SZ C !� ✓� S f,�/ _ Suite Number: Floor: Tenant Name: 4Z!_ Z�Fo:G /D6wc New Tenant: ❑ .... Yes ❑ ..No Property Owners Name: :7 S 2 = �' i I 1 1 ) 9 Aj r Mailing Address: — // — , t i c— & City State Zip CONTACT.PERSON Name: P h e r t„ 1 ✓2 la A / ,gyp Day Telephone4 Mailing Address: 14 ti !A fiYl City State Zip E -Mail Address: Fax Number: GENERAL. CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) AcR�H�-�FEC�'= 9EC9RD- All pla s the wet stamped by Architect of Record �" Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: . * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Company Name: U le� Mailing Address: 7` City / State Zip Contact Person: � Cl�:� 12 {2 C.� t_,.� r', r- <� Day Telephone 2!l ) 2. e — < C C) O E -Mail Address: Fax Numbe ENGINEER OF RECORD D — All plans must be wet stamped by Engineer of Record Company Name: 21� - �� E.0 Mailing Address: 2 :�z,,Z 2_ 2— A d�� C`�t'f �, /a /�rF ' City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: \permits plus \icc changes \permit application (7 -2004) Page • .. .:,:.:.sw:::'i:;c_.`.`w'. 76u:4J' ', •, K,i..t :sev..•s..wiiti . ��. ... .... Z j---- Z W W �U 0 to o J = H LD U. WO LLQ CO = �W Z w �5 U� O� 0H_ W H u- 0 w Z 2 O Z I BUILDING PERMIT INFORMA OIN - 206- 431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ /S­ o . n (s U Scope of Work (please provide detailed information) ��r,.� o s o v -1 � � --) 7 o -A / ­ Scope S "�i / -i T..., D --54- %' ri z9 / , ,. ,Pa c , ����� r Will there be new rack storage? ❑ ..Yes If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) ZECCE *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: El.. Sprinklers ❑..Automatic Fire Alarm ❑..None �Z". Other (specify) O(Z� l4'Lll/C.fllS Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ® No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I I paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes\pennit application (7.2004) Page 2 Z '~ w JU 0 moo. CO W LU_ H CO U WO 9 -1 LL" Q. = F W Z F O Z !— W LLI U O� 113 H W W U F- — u- O: . W Z U= O F " Z Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I" Floor O P 2 Floor , — 3 rd Floor Floors thru Basement Accessory. Structure* Attached Garage :Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) ZECCE *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: El.. Sprinklers ❑..Automatic Fire Alarm ❑..None �Z". Other (specify) O(Z� l4'Lll/C.fllS Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ® No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I I paper indicating quantities and Material Safety Data Sheets. \permits plus\icc changes\pennit application (7.2004) Page 2 Z '~ w JU 0 moo. CO W LU_ H CO U WO 9 -1 LL" Q. = F W Z F O Z !— W LLI U O� 113 H W W U F- — u- O: . W Z U= O F " Z PUBLIC WORKS PERMIT INF. AIATION - 206 -433 -0179 Scope of Work (please provide detailed in r Z� Call before you Dig: 1 -800- 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ..Tukwila 0... Water District # 125 ❑ .. Highline ❑ ...Renton O ...Water Availability Provided Sewer District ..Tukwila 0... Va1Vue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): O ...Civil Plans (Maximum Paper Size - 22" x 34 ") O ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑...Traffic Impact Analysis O ...Bond O .. Insurance El.. Easement(s) ❑ .. Maintenance Agreement(s) ... Hold Harmless Proposed Activities (mark boxes that a O ...Right -of -way Use - Nonprofit for less than 72 hours O ...Right -of -way Use - No Disturbance O ...Construction /Excavation/Fill - Right -of -way Non Right -of -way _ O ...Total Cut cubic yards O ...Total Fill cubic yards ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use - Potential Disturbance O .. Work in Flood Zone O .. Storm Drainage ❑ ...Sanitary Side Sewer O .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut O ...Frontage Improvements ❑ .. Pavement Cut O ...Traffic Control ❑ .. Looped Fire Line O...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " O .. Grease Interceptor ❑ .. Channelization O .. Trench Excavation O .. Utility Undergrounding ❑ ...Permanent Water Meter Size... 11 WO# ❑ ...Temporary Water Meter Size.. WO# 0-Water Only Meter Size............ WO# ❑...Deduct Water Meter Size........ O ...Sewer Main Extension ............Public Private O ... Water Main Extension .............Public Private FINANCE INFORMATION Fire Line Size at Property Line O ... Water O ... Sewer Monthly Service Billing to: Number of Public Fire Hydrant(s) O ...Sewage Treatment Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund /Billing: Name: Day Telephone: Mailing Address: City State Zip S Z '~ W JU UO CO 0 C0 W J = F- (1) LL W O J IL 4 Nd = W Z� H O Z H W U� ON o I-- W LL J H LL — 0 .. Z W U= OH Z 1 " ­ N :MECHANICAL PERMIT INFOkMATION - 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: A)D� 2 Ic' o'er S / s'� e (�,� �j' /' 4 C City. State Zip Contact Person: _,C /7 crc.Z 1 Day Telephone: ���. -- i' .2_ Lam_ E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" Valuation of Project (contractor's bid price): $ S, SO V Use: Residential: New .... (§ Commercial: New .... ❑ Fuel Tyne Electric ..... ❑ Gas.... Replacement..... ❑ Replacement..... ❑ Other: _ Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Corn pressor- Q Furnace <I OOK BTU Air Handling Unit >I0,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace >I OOK BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP /1,000,000 BTU to Single Duct Suspended/Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator — Comm/Ind Other Mechanical <I0,000 CFM Equipment _, C? .PERMIT: APPLICATION NOTES Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Sip-nature: Print Name: Mailing State Date Application Accepted: Date Application Expires: Staff Initials: O ed ' 3 � ! ) — a.5 \permits plus\icc changes \permit application (7.2004) Page 4 ' .,i '"'� fp2'i�fi#Zf1'�tA r9. > t?W"1'.�4`+'V'�r'<"a'!''Yi'k �; b?'�[Y*n ,'+� ,>ru�• kA� . m.Y �+ ' ' rv.».».:.> n,.. ��i�r _�..�...,u...l�,. ..n ' �' w...'.... o. ���' ���w�.'. 6w',«-..' �� ,.t.a.::,..M.�...u.�r.:,.�".'w t I� Date Day Telephon e ll— e --- - 1 Z � Z '~ w t QQ Y JU UO NO co III W = F- CO U. WO U_ Q = a I.. W Z ZF- W W �O O� 0 F- W HF_ L O .Z W U= O~ Z Scope of Work (please provide detailed information): � x:►+� w x Cit y of Tukwila T906 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 3365900143 Permit Number D05 -113 Address: 14114 55 AV S TUKW Status: APPROVED Suite No: Applied Date: 04/08/2005 Applicant: LU RESIDENCE Issue Date: Receipt No.: R05 -00687 Payment Amount: 1,527.30 Initials: BLH User ID: ADMIN Payment Date: Balance: 05/13/2005 01:11 PM $0.00 Payee: JENNY THI DANG TRANSACTION LIST: Type Method Description Amount - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 1359 1,527.30 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - BUILDING - RES - -- ---------- - - - - 000/322.100 -- ------ - - - - -- 1,223.30 PW BASE APPLICATION FEE 000/322.100 250.00 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT /INSPECTION FEE 000/342.400 13.00 PW PLAN REVIEW 000/345.830 13.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1,527.30 31.33 05/13 0716 TGTAI� 5!'5 doc: Receipt Printed: 05 -13 -2005 4 z �z � UO 00 = w N LL W� U. a. C d =W H O Z E— 2 5 U� O N W u F- �. u O .. Z W co) O F- z �...� City of Tukwila revs 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 i RECEIPT Parcel No.: 3365900143 Permit Number D05 -113 Address: 14114 55 AV S TUKW Status: PENDING Suite No: Applied Date: 04/08/2005 Applicant: LU RESIDENCE Issue Date: Receipt No.: R05 -00494 Payment Amount: 795.15 Initials: SKS User ID: 1165 Payment Date: Balance: 04/08/2005 09:23 AM $1,227.80 Payee: JASON DUNG M. LU TRANSACTION LIST: Type Method Description Amount. ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 1532 795.15 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RES 000/345.830 795.15 Total: 795.15 Z Uj .00 Cl) 0 CO) = J � S2 LL w O U. Q. C0 d z �. I- O z I- w L U �o U O W W LL " Z: W U= O Z INSPECTION RECORD . l Retain a copy with permit INSPECTION NO. PE I CITY OF TUKWILA BUILDING DIVISION Y 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P ject: .. Type of Insp Ell�i: Addr ss: +'^�� Date Called: Special Inst Suctions: Date Wanted: 5 -- a. 0 P.m. Requester: Mon No: z = Z x w JU UO Nc C0 W W = H LL W O LLQ = H= z F. H O W ~ W U� O N o� W �O ..z w U CO) O . ~ z r lJ' INSPECTION RECORD `j ! Retain a copy with permit 1� INSPECTION NO. PER I N CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 t Pr ect: Type of Inspection: Ad Date Called: Special n tructions: " — r, Date Wanted: a.m. Requested P one No: .� f: Approved per applicable codes. b Corrections required prior to approval. r�uuru -rc. 1 spect Dade: l T 58 3 0 REINSPECTION F E REQUIRE . Prior to inspection, fee must be , at 6300 Southcente Blvd., Suife 100. Call to sechedule reinspection. I Reeelpt No.: Date: 4 z S � ~ N W UO 0 CO C0 LL W O J LL Q = H W z �.. WO 5 U� O N D H W W u' O w z U =. O z <7 INSPECTION RECORD Retain a copy with permit = �/ INSPECTION NO. PE IT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: Address: / `i' // $/ Date Call de �- v Z3 0.5 Special Instructions: Date Wanted* a.m. --'' p.m. Reques e_,_,;a V 4., P one o: �aG Approved per applicable codes. [ Corrections required prior to approval. inspecto r uat $58. 0 REINSPECT ON FEE QUIRED. Pry' r to inspection, fee must be pa' at 6300 Southcenter Blv ., Suite 1917 Call to sechedule reinspection. J R&efpt No.: Date: Z W W JU UO CO 0 wF N LL w Wj � = W H Z I .. E-- 0 W ~ W U� CO wW .u_ O W Z U= 0 ~. Z INSPECTION RECORD Retain a copy with permit &ION NO. P T CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: r^' 5 f 10d 'e Addr `t' // fz Date Called: ( _ _ v 5 Special Instructions: Date Wanted: a.m. -- --.._- p.m. Requester:,_, t P one o: Approved per applicable codes. Corrections required prior to approval. C COMMENTS: K ^ /it/ r° DVS . -- 7 1 r` �.Jr�r". r'•c QUIRED: Prior to inspection, fee must be , Suite 100. Call to sechedule reinspection. I Z Z W 2 UO N o w= J H- CO W W O LQ C O = W z H O' WW �5 U � O N- 0 f- WW 2 u. O til Z U CO. p _ O Z i i INSPECTION RECORD D _ / Retain a copy with permit INSPECTION NO. PE IT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 � E i i Proj u A6 0 Type of Inspection: A74eF� / q / nstructions: Date Called: 7 as Special Instructions: Date Wanted: Date Wanted: ;d p.m. ' o ' 5 Requester: Phone No:� Approved per applicable codes. Corrections required prior to approval. COMMENTS: A/ 5 7 1W Inspecto Date: $�y .00 REINSPECTION E REQUIRE . Prior to inspection, fee must be paid at 6300 Southcente Blvd., Suit 100. Call to sechedule reinspection. p� r Nom_ IDate: a. r Z Z W UO CO 0 w= co LL wO 9-3 U. ¢ �. =a �w I— O W ~ W 5 U� O - W F- LL F- - W Z U =, O z INSPECTION RECORD 'D r Retain a copy with permit ;l INSPECTION NO. PERMI O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431:3670 3 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 06 he f 5 1 6 - d LQ lq%� x I ns or: Date: aa-� ate- i 58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: y f ' 1Y Pro'e T Type of Inspection: (� Addre s/ �� ��� D Date Called / V Special Instructions: D Date Wanted: a 7 J p p.m� Requester: Phone No: �� U= 0 z I INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMI O. i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: ' e�, Type of Inspection: _S I/V I no I li Address: 1 SSA' �1/I? S ' Date Called: C� 14, A S Special Instructions: Date Wanted: a (� 15 (�S p m. Requester: /. 1 C.t Phone No: a Approved per applicable codes. Corrections required prior to approval. r of I Z i}= Z � W W� JU UO w� N W W O LL = � = W Z F. I— O W ~ W U O �; o� W H� W — O: Z U CO H r: O Z INSPECTION RECORD Retain a copy with permit -CIT I �° SPECTION NO. PER N Y OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ject: Ty of ins ection: _ S,� Addre s: 114 5s S I SpdcialInstructions: Date Called: os Date Wanted: a.m. .m. Requester: Al , I l Phone No: ") o� Approved per applicable codes. El Corrections required prior to approval. rn M ;MTC- ®! ri t insp etor: Date: / \\ i",c , $58.00 REINSPECTI N FEE REQUIRED. rior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 00. Call to sechedule reinspection. Fceceipt No.: Date: Z I-� iF- Z � W. �U U O D CO W= Cf) LL W O J LL. � W Z= H ZO W UC) O - Cl I--. W w F- H �O 111 Z U= O Z I I INSPECTION RECORD Retain a copy with permit INSPECTION NO. j (206)431-3670 T 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 I Project: Type of Inspection: Addres : r J Date Called: Special Instructi ns: Date Want d: a. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Ip MMFMTC• s I� Inspector: uate: a ki $58.00 REIN SPECTIO E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcen r Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: D IE' W . f � JU UO W = F- fA LL W O U - N� = CY �W Z F- 0 W F- W. U Cl) OH W W. H LL F- O W Z U =. O Z INSPECTION RECORD Retain a copy with permit --� INSPECTION NO. PERMVr.N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20f)431 -3670 Q Approved per applicable codes. Pr oj ect: Type of In p ction: 1 2L Address: Ly Date Called: / Speci I nstructions: Date Wanted: bi a Requester: Phone-No: - 0 Corrections required prior to approval. COMMENTS: 1 2L bi g 9v2 ,, 4 Receipt No.: Date: I paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. i i Z Z Q � W� UO CO 0 w= U. W O. LL Q W F- O w ~ W U� O- OH W W. 2 H C.). LL O W Z Cl) O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 �/ ,�20 X43 -3670 Project . Typ 1lnspecti on a A ss' ��; Date Calledss: Date Called' C 4 1 0 1 5 Special Instructions: Date Wanted: - a.m. Requester: Pho a Ly : ►w Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: r $58.Ob REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 1 7 e: 7 1 f a z W. = Z �U cU 0 �O. W J CO LL W O 9 � W Q = C! �W z i- 1-- O W F- W U� .O co W U LL — 0 z U= z ........ .. INSPECTION RECORD I r I Retain a copy with permit _Db, Is INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUiLDIN%G DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 P4bject: Type o nspection --, Ad res s 4-1 515 Date Called' zz I IDate Special Instructions: Wanted: p.m. Kequester. Ph N `D. Approved per applicable codes. Corrections required prior to approval. IW 9"' fl �� L COMMENTS: M, 2 Y32 5� —7_64J eA A:24 f ull 1 I Inspector. 6-A-11 Date: 9L2-3__ Receipt No.: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to sechedule reinspection 19 Z W JU 0 O. NO W (0 W 3: J I.Z. C0 u_* W 0 , LL CO CY LU Z 3: I­_ 0 W I­_ W W 5 C0 0 — W Ljj� X 01 tll Z co Z E INSPECTION RECORD r Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 r i Project: /-..tA Q � , Type of nspecti Address: t \(e th Date Called:— 05 Special Instructions: Date Wanted: 6 a.m. p.m. Requester: Ahd Phone No: 2-0 ! b — 22q— j3 0a F Approved per applicable codes. Corrections required prior to approval. COMMENTS: " �. vr4 4; f tW- ..F �F. r Receipt No.: Date: Iinspector: Date: l c� $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Z W UO ND J = N LL . WO U . 2 �. W H O Z 1--: U� O� .0 H W 2 F- tL O . Z. W CO O Z 6A PITZER & ASSOCIATES Structural Engineers 2722 Colby Ave, Suite 722 Everett, WA, 98201 Office: (425)308-8070 Fax: (425)258-3292 STRUCTURAL CALCULATIONS FOR: Area Home Planners Lu Addition (2) Stonj Lateral Analysis of Addition L FRE Cop NOT VALID WITHOUT A WET SIGNATURE THOMAS J. PITZER, PE RECEIVED CITY OF -TIJK\JVILA WR 0 B 2005 PERMIT CENTER 1 >os - � 0 Ii z Z. w _3 10 00 Cj) 0 CO w W:c -J F- S2 LL w 0 LL D S20 X F- W rr 11-- 0 z 11-- W UJ 5 U 0 0 0 F- W U J, X: 6 F- — LL 8 LLi z C0 0 z I EXPIRES 12/02/06 j p,r-T - WED FOR " E CODE WiViPLIANCE MAY 1 0 Z005 JOB-'4' Date Eng # Desc. 3/18/05 TJP 2 Original Contract 1 >os - � 0 Ii z Z. w _3 10 00 Cj) 0 CO w W:c -J F- S2 LL w 0 LL D S20 X F- W rr 11-- 0 z 11-- W UJ 5 U 0 0 0 F- W U J, X: 6 F- — LL 8 LLi z C0 0 z I EXPIRES 12/02/06 j 3 j Lateral Analvsis bv: 3/18/05 PITZER & ASSOCIATES Client: Area Home Planners S T R u c 'r U It A L E N G I N E E R S Project: Lu Addition 2722 Colby Avenue, Suite 722 P&A # 05 -163 Everett WA 98201 Calculated B Tom Pitzer, PE � . Office: (425)308 -8070 y� Fax: (42258 -3292 .'�' -= :: tommyt42k@hotmail.com hotmail.com 1.0 General Wind & Seismic Desian Criteria Governing Code 2003 INTERNATIONAL BUILDING CODE (IBC). All references in the right margin are 2003 IBC unless specifically noted otherwise. [Page numbers] Scope of Proiect A lateral analysis and design of a two story Single Family Residence in Tukwila, WA. Design Criteria Roof Floors Snow Walls Dead Load R DL := 15 -psf F IJ '10,psf R SL , -psf. W bL := 10 -psf. Live Load R LL := 25•psf F LL : = 44q.. Snow Load Reduction: S red : =0. 0► Snow Load Reduction Wind Desian Criteria Basic Wind Speed Wind Exposure Category Wind Importance Factor I Design Method Used Seismic Desian Criteria Seismic Use Group Seismic Importance Factor I Seismic Design Category Site Class Short Period Acceleration S I- Second Acceleration S Seismic Force Resisting System Response Modification Factor R Deflection Amplification Factor C Method Used 2SL Version 6.4 85 MPH 1609.3 [284] E 1609.4 [290] 1.00 1604.5 [272] Simplified T 1615.1.1 1616.2 [326] 1.00 T 1604.5 [272] "D" 1616.3 [326] "D" T 1615.1.1 [322] 1.42 F 1615(1) [304] 0.49 F 1615(2) [304] 1. K. F 1617.6.2 [334] 6.5 F 1617.6.2 [334] 4 F 1617.6.2 [334] Simplified ,r ti i IN z Z i0: W JU 0 N 0% co J � CO u- u1 O u- ac ` c H uJ. Z F- O z F- D 0. 0 N. 0H W �O z co z Pitzer &Associates i 2.0 Table of Contents 05 - 163 2SL IBC ver6-4.mcd 1.0 General Wind and Seismic Design Criteria 2.0 Table of Contents 3.0 Wind Analysis 4.0 Wind Shear Forces and Uplift Forces 5.0 General Seismic Design Criteria 6.0 Seismic Analysis 7.0 Shear Walls in the Front to Back Direction 8.0 Shear Walls in the Left to Right Direction 9.0 Rho Calculations 10.0 Overturning Moment Sample Calculation 11.0 Overturning in the Front to Back Direction 12.0 Overturning in the Left to Right Direction 13.0 Shear Wall Load Summary 14.0 Hold Down /Shear Wall Schedules /Shear Flow /Connection Schedules 15.0 Horizontal Diaphragm 16.0 Alternative Basic Load Combinations 2SL Version 6.4 3/18/05 Page 2 Aft POO= 4e i } Z '�. w J U: U 0 N 01 w= J F- 00 u. w 0. J LL CY =w Z F— 0. Z f- 25 V0 , �. 0 F-, w Z u_ F' —0 Lll Z U N O Z Pitzer & Associates i i I } f 05 -163 28L IBC ver6-4.mcd 3.0 Wind Analysis Basic Wind Speed (MPH). aws : =85 Wind Exposure Category (WEC), WEC : =1 Wind Exposure, enter: (1)- exposure "B ", (2)- exposure "C ", (3)- exposure "D" Mean Roof Height (MRH), MRH : =2'1 P ., = XlWpnet30 Lgrr:r ton /2721 Roof Pitch 6:12 Simplified Wind Design Pressures (Main Wind Force Resisting System) ps30 (Exposure B at h = 30 feet with Iw= 1.0)(psf) '003 18( : Tonic 160 /1 -. 331' Roof Rise in 12" enter: [1] Flat, [2] 2, [3] 3, [4] 4, [5] 6, [6] 7 to 12 �► Simple Wind Pressures ZoneA = 14.4opsf ZoneB = 2.3 opsf ZoneC = 10.4opsf ZoneD = 2.4 ZoneEOH = 14.4 opsf ZoneE =- 6.4opsf ZoneF =- 8.7 opsf ZoneG =- 4.6 opsf ZoneH =- 7.O opsf ZoneGOH = 14.4 apsf Height & Exposure Adjustment Coefficient. X _orls 11 {c 7�11)/c 1609.6.2. 1(4) / 19 -/ 4 . @ Adjustment Factor Wind Importance Factor 1.; 1:i!�1e 1fa1.sl1'.?; Wind Importance: I w : =1.00 Design Wind Pressures .OU WC7ahk 10.1.511k'r'f Simplified Wind Design Pressures - combined windward & leeward pressures over projected area: P A: =l •1 W •ZoneA P E: _), •1 W • ZoneE P B : =7L •1 W •Zone6 P F : =x •1 W •ZoneF P C : =k •1 W •ZoneC P G : =R, •1 W •ZoneG P D :_?L •1 W •ZoneD P H :_k •1 W -ZoneH Least Horizontal Dimension, (LHD) 2011.3) 19(" fi't e 1609.6.2.1 16. Footnote 1 r) LHD . =30•ft h . = 17.0A The smaller of: 10% of least horizontal dimension a1 : =.1 •LHD a1= 3.0 ft Controls 0.4h a2 : =.4.h a2 = 6.8 ft But not less than: 4% of least horizontal dimension a3 := .04•LHD a3=1 ft - 3 feet a4:=3. 2•a1= 6 ft 2SL Version 6.4 3/18/05 Page 3 :.i .n: — V 'K.'77 l k X Y +` l� ara�: laa. .x #x.4+.5r�roh<3�n51!.:�sk44�h�1 Z Q W. W� U to 0 CO 111� W =` J CO V„ W O LL Q CO :3: = CY W Z �. F- O Z F- W a U 0 F- W H F- LL O .• Z W U CO : F- _ O Z Pitzer & Associates 05 -163 2SL IBC verb -4.mcd I . STr a= I I Z -ft Ffr: = i 2 cfr:=.36•ft Gfr:=224 -ft - 2 Dfr :=96-ft 2 Hfr:=224 .ft2 Lower Floor Diaphragm: ,Front/Rear Direction Horizontal ,aft :=208-ft 2 Bf2:=0 . I f I t 2 , Cf2 :=108.ft2 Df2 :=0-ft 2 4.0 Wind Shear and Uplift Forces 'VI >S' Set Won 213. 2 / . 9/ Side/Side Direction (Transverse) Horizontal Vertical 'Asr:,=64,ft Esr:=l 56 -ft 2 -2 2 Fsr: Cs 1 3 5. ft 2 Gs r:=260 • ft 2 :6ir =0.ft Hsr !=260 • ft2 Side/Side Direction Horizontal Asz'.:= 96•ft 2 Bs2:=O. Ds '' = 2 Shear Forces: Front/Back Direction Left/Right Direction (Longitudinal) (Transverse) Roof Diaphragm V r.fr= 3640-lb Roof Diaphragm Floor Diaphragm v lf.f = 41 08-lb Floor Diaphragm Total Base Shear Total Base Shear Uplift Forces: Total Uplift Total Uplift Opposing Dead Load Opposing Dead Load 2SL Version 6.4 3/18/05 Page 4 V r.ss = 3023-lb v If = 393301b I I BM I &I Z = z W. 0 0 0, CO LLJ W:C J H CD LL 0: -j LL CY W Z F- 0' Z �- W LLI CO .0 C �F- L F-! O� Z � CO) F- 0 Z 3.0 Wind Analysis (cont.) Controllin Load Combination for Wind Loads D+L+((oW) 1'.'(j7(eIII0)I 16- 1-1 12 7, 41 Load Duration Factor, C for Wind Loads C D:=1.6 Diaphragm Sail Areas Roof Diaphragm: Front/Rear Direction (Longitudinal) Horizontal Vertical Afr :=36•ft 2 Efr:=192-ft , 2 m 2 I . STr a= I I Z -ft Ffr: = i 2 cfr:=.36•ft Gfr:=224 -ft - 2 Dfr :=96-ft 2 Hfr:=224 .ft2 Lower Floor Diaphragm: ,Front/Rear Direction Horizontal ,aft :=208-ft 2 Bf2:=0 . I f I t 2 , Cf2 :=108.ft2 Df2 :=0-ft 2 4.0 Wind Shear and Uplift Forces 'VI >S' Set Won 213. 2 / . 9/ Side/Side Direction (Transverse) Horizontal Vertical 'Asr:,=64,ft Esr:=l 56 -ft 2 -2 2 Fsr: Cs 1 3 5. ft 2 Gs r:=260 • ft 2 :6ir =0.ft Hsr !=260 • ft2 Side/Side Direction Horizontal Asz'.:= 96•ft 2 Bs2:=O. Ds '' = 2 Shear Forces: Front/Back Direction Left/Right Direction (Longitudinal) (Transverse) Roof Diaphragm V r.fr= 3640-lb Roof Diaphragm Floor Diaphragm v lf.f = 41 08-lb Floor Diaphragm Total Base Shear Total Base Shear Uplift Forces: Total Uplift Total Uplift Opposing Dead Load Opposing Dead Load 2SL Version 6.4 3/18/05 Page 4 V r.ss = 3023-lb v If = 393301b I I BM I &I Z = z W. 0 0 0, CO LLJ W:C J H CD LL 0: -j LL CY W Z F- 0' Z �- W LLI CO .0 C �F- L F-! O� Z � CO) F- 0 Z Pitzer & Associates 05 -163 2SL IBC verb -4.mcd 5.0 General Seismic Design Criteria Mapped Maximum Considered Earthquake Spectral Acceleration ss:=1.42 l•"wvre 16 15t 1 1 13041 si :=.49 Fit,-m e 16 !J(2i 130fi1 Site Class D. (Assumed) Fa:=1.0 I lei /J 1. 2111 f-)221 Fv:=1.6 (i!hh! 1 6 /J. 1. 2C) 13?21 SMS SMS:=Fa.SS sms = 1.42 Sm, = F krptation 16-39 13 21 SMI '.=Fv.Sl smi = 0.78 Design Spectral Response Acceleration Parameters SDS = 2/3*SMS Equotion % f SD S: =! 1 -SMS SD S = 0.947 73; 1. 16-41 [)221 SDI = 213 : 22 , SDI �-SM1 SDI = 0.523 Deflection and Drift Limits, A Scvljon 161. hsx = the story height below Level x Upper Floor Lower Floor Aa = Allowable Story Drift (in) hsxu:=17.ft hsxl:=8.1 -ft Deltaau :=.025•hsxu Deltaal :=.025•hsxi taa�[ —.-mroln Deltutj Desian Story Drift, A A = 1 % of Story Height (in) 2SL Version 6.4 Utmer Floor Deltau := . 01.8.1 -ft Lower Floor Deltal :=.01 .1 7-ft beltai'= 2.64oih 3/18/05 Page 5 z Z LU U 0 CO M LJJ CO LL' W O LL < to 'I, To- LU z Z 0 ir- LLJ LLj, 5 CO :0 W W U O� Lli z N . O F- z t Pitzer & Associates 05 - 163 2SL IBC ver6 -4.mcd 6.0 Seismic Analysis (cont.) Building Properties: A r ', =728 •ft Area of the Roof in Square Feet A f := 624.ft Area of the Floor Diaphragm In Square Feet A rl : =103 -ft 2 Area of Low Roof into First Floor Diaphragm in Square Feet A b,:= 700 -ft 2 Ground Floor area in Square Feet Calculate Building Masses: w R : =1 •ft H 2 ;=8.0•ft: H;i :=8.0-ft L 2b : =65•ft L ib : =75•ft Height of Rim Joist Height of Second Story Walls Height of First Story Walls Length of Wall on the Second Floor Length of Wall on the First Floor Mass of High Roof and Tributary Walls M r : =(A r•R D + (H 2.0.5 •L 2b'W DL' Mass of Floor,Roof into Diaphragm,Walls M f : =(A j -F DL +A rl'R D+ (H 1 +H 2 , ) .0.5.(L 1b +L 2b) - W DL Mass of Entire Building M t : =M r +M f Lateral Force Parameters: Using the Upper limit for Base Shear; Assume Soil Type SD for Seismic Design Category "D" R:=6.5 : 0031Y(" 'fabl • 161:.6 ' j -'341 sb s = 0.947 j i 1:= 1.00 160.1.5 11 Seismic Base Shear, V L.'qu tion 16-5613311 f j 1.2 .;sD S ,.1 1l V B : =� R J .Mt V B = 5681 -lb Vertical Distribution of Seismic Shear Forces: Ltl" 10- 51 ^ Check following calculations; if Ft is equal to .V B then OK i Roof Diaphragm _ (1.2 •SD S •I ` F r — R I'M r I` f Floor Diaphragm F f :_ (1. S �'M f R I Total Base Shear F t : =F r +F f I . Controlling Load Combination for Seismic Loads D +L +S +E/1.4 ligtuuuo„ 1h -1 i Load Duration Factor, C for Seismic Loads - f C D:=1.6 NOS c• - Iron '.3.? i)f Seismic Load, E 'r F r = 236301b F f = 3318-M F 5681ab i Section 16- 132 E= pQe +0.2S h.grwtton 16-jr) 13241 i Check Redundancy; Assume p =1.5 initially, calculate " V' of walls, then find actual p. p =1.5 Er := l p F r ' Ef := 1p •F f E mr : =Do •F r 14 14 Er = 2532 lb Ef = 3555 lb E mr = 7089 lb 2SL Version 6.4 3/18/05 Page 6 ..�t.s.� if.i+..i..» .,..+;. ;..i.......:�AZ. .- :.a.'..r.`...r�.�l:�...+. La.+2' a rv' •K +:+ u..iu> • r = 135201b • f = 18985 • t = 32505 Scout" (b / ? no : =3 E m f: =S2o•F f E m f = 9954 lb Z 1 Imo. W � �0 UO Cj) 0. CO 111 J � CO U. W O 9 5 J LL ?. CO d t=— _ Z� O . Z t— D0 0 tn: T wW H 111 Z U= O Z .. Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 7.0 Shear Wall Design in the Front to Back Direction Shear Walls Second Floor: Wall Line - (1.2) Wall Line - (2.2) L 1.2 : =26•ft L:2.2; =15• Earthquake distr.: TW 1.2e:=.500 TVN 2.26 500 Wind distribution: TW 1 .2w : =•500 Tw 2 2w : =.500. Calculate Lateral Forces for earthquake: EQ 16 -17 Calculate Lateral Forces j for wind: EQ 16 -15 1 V 1.2e : =Er-.TW 1.2e V 1.2e = 1266 -lb V 1,2w : = V r.fr'TW 1.2w V 1.2w = 1820wb controls 1 = "Wind" V 1.2 =1820 lb Shear per linear ft: v 1.2 ' - 1.2 '- L 1.2 v 1.2 = 70° ft Shear Walls First Floor: Wall Line - (1.1) L .1.1 � =2$•ft Earthquakedistr.: TW 1.1e :=•500 Wind distribution: TW.1:iw : =.500 Calculate Lateral Forces for earthquake: EQ 16 -17 V 1.1e : =Ef-TW 1.1e V 1.1e = 1777 Calculate Lateral Forces for wind: EQ 16 -15 F1 v 1.1w : If.fr'TW 1.1w v 1.1w = 2054g Controls 1 = "Wind" vT 1.1 = 3874 lb Shear per linear ft: v ' - 1.1 1.1 '- L 1.1 v 1.1= 138 ° ft 2SL Version 6.4 V 2.2e : =Er-TW 2.2e V 2.2e = 1266wb V 2.2w: r.fr 2.2w V 2.2w = 1820wb Controls 2 = "Wind" V 2 =1820 lb v 2.2 v2.2'- �L2.2� v2.2 = 121 ° ft Wall Line - (2.1) T♦iv ,2:1e . - -500 TW 2.1w =:500 V 2.1e : =Ef -TW 2.1e V 2.1e = 1777 Wall Line - (3.2) L 3.2 " =0•ft 3.2e :. = . 3.2w . - 0 V 3.2e : =Er•TW 3.2e V 3.2e = OWb V 3.2w : r.fr'TW 3.2w V 3.2w = 001b Controls 3 = "Wind" V 3.2 =0lb V 3.2 = v 3.2 '- L 3.2 v _ O,Ib 3.2 - ft Wall Line - (3.1) L 3:1 ' =0•ft TW 31a:# TW 3.1w: := V 3.1e : = Ef•TW 3.1e V Me = OWb Wall Line - (4.2) L 4.2: 'ft TW 4.2e : = O TW 4.2w : =0 V 4.2e : =Er'TW 4.2e V 4.2e = OWb V 4.2w : = V r.fr'TW 4.2w V 4.2w = OWb Controls 4 = " Wind" v 4.2 =0lb =V 4.2 v 4.2 ' - L 4.2 v 0. 4.2 = ft Wall Line - (4.1) L 4.1 : =0•ft TW 4.1e : = O TW 4:1w : =0 V 4.1e : =Ef'TW 4.1e V 4.1e = OWb V 2.1w : = V If.fr'TW 2.1w V 3.1w : If.fr'TW 3.1w V 4.1w : = V If.fr 4.1w V 2.1w = 2054-lb V 3.1w = O-l V 4.1w = 0 Controls 2 = "Wind" yr 2.1 = 3874 lb _ VT 2.1 1 v2.1' - (L2.1 v 2.1 = 352 ° Controls 3 = " Wind" vr =0lb VT 3.1 v 3.1 :_ L 3.1 v 3.1 = 0° 3/18/05 Page 7 17,77 _ ^_�.'rat:':u'v>.•:.ne�,:: � �; `wWu. Controls 4 = " Wind" yr 4.1 0 lb v4.1'= VT 4.1 L 4.1 v 4.1 = 0,. Z Z: W D UO cf) CO III J = [r CO U- W O. �J U- Q to D = a F- W z Zo W � p U CO O- o t--. WW F- F-- U- O z U =. O~ Z j • .• , ,.rte \ '""�•. Pitzer & Associates 05 -163 2SL IBC ver6-4•mcd 3/18/05 8.0 Shear Wall Design Left/Right Direction Shear Walls Second Floor: Wall Line - (A.2) Wall Line - (B.2) Wall Line - (C.2) Wall Line - (D.2) L A.2 : =18•ft L`g 2 8•ft L C.2 : _O'ft , L D.2 : =0• ft Earthquake distr.: I W A.2e =•500 rw. B.2e' � =:500 TW C:2e =O TW D.2e : =O i Wind distribution: TW A.2w : =.500 TW g =:500 TW C:2w ; =0 TW p 2w : =0 Calculate Lateral Forces V A.2e = Er'TW Me V B.2e : = Er'TW B.2e V C.2e : = Er'TW C.2e V D.2e : D.2e for earthquake: EQ 16 -17 i V A.2e = 1266-l V g•2e = 1265.8 V C.2e = Owb V D.2e = Ow b Calculate Lateral Forces V A.2w : - V r.ss'TW A.2w V B.2w : = V r.ss'TW B.2w V C.2w : = V r.ss'TW C.2w V D.2w : = V r.ss•TW D.2w i for wind: EQ 16 -15 V A = 1512-lb V g•2w = 1512w V C.2w = Oab V p 2w = OWb o s Controls A = " Wind " Controls g = "Wind" Controls C•2 = "Wind" Controls p = "Wind" i V A•2 =1512 lb V g =1512 lb V C = 0 lb V p = 0 lb i Shear per linear ft: v ' - A.2 A.2 ' L A.2 v :_r B.2 B.2 '- L 6.2 v _ C.2 '1 C.2 ' L C.2 ! v D.2 ._ D.2 ' L D.2 v A.2 = 84 ft v 8.2 = 189o1b ft v C.2 = O,Ib v D.2 = O. lb ft ft Shear Walls First Floor: Wall Line - (A.1) Wall Line - (B.1) Wall Line - (C.1) Wall Line - (D.1) L A.1 = L f3:1 '� ft: L C;1 ' 0•ft L D.1 =0 ft Earthquake distr.: TW Me = 500. TW B ie 5OO TW C.1e � - TW D.1e =O Wind distribution: TW A.1w , °:500 TV.B 1w = 500 T.W 1W : =O TW D. : Calculate Lateral Forces V A.1e : = Ef'TW A•1e V B.1e : = Ef'TW B.1e V C.1e : = Ef'TW C.1e V D.1e : = Ef•TW D.1e for earthquake: EQ 16 -10 V A.1e = 1777wb V B.1e = 1777 °Ib V C.1e = Ow b V D.1e = OW Calculate ' Lateral Forces V A.1w : = V If.ss'TW A.1w V B.1w :=V If.ss'TW B.1w V C.1w : = v If.ss'TW C.1w V D.1w : = V If.ss'TW D.1w I for wind: EQ 16-10 V A.1w = 1967-lb V 13•1w = 1967w V C.1w = 00Ib V D.1w = Owb a Controls A = "Wind" Controls g = "Wind" controls C.1 = "Wind" Controls p = " Wind" VT A.1 = 3478 lb yr g•1 3478 lb yr C•1 = 0 lb yr p = 0 lb Shear per linear ft: ._Vr A.1 v A 1 .- LA.1 ,_� 6.1 v g .- :_ / VT C.1 v C•1 '- `L ._VT D.1 v D.1 '- LD.1 C.1 v A.1 = 217o1b ft v 6.1 = 580o1b ft v C.1 = Oolb ft v D.1 = Oc lb ft 2SL Version 6.4 Page 8 •.:.,....:....:...,. t- i. s. lw ....iti:_aL.:it`a.:.:- i.J.:,.i. ' L.. �v.�i'++lir»vcwiw ( 7••..- �3�s'' uui;+. i�+:% 4Gri. :i:4o-ii.�Yµ+t%+1+eYCLC: +'wp.Si; ' Ya+.$. S.ri:�:..LI�:rW'a,a�mwc4�f .•...,. �. z Z �W Q D JU • UO C0 W N J = H N L WO �Q fn d = W H X. Z F_ F- O W 2 5 U :O N � F- W H W Z LLI U N F- M` O z i Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 3/18/05 } 9.0 Shear Wall Rho Calculations I i Shear Walls Wall Line - (1.2) Wall Line - (2.2) Wall Line - (3.2) Wall Line - (4.2) Second Floor: V1 . 2 e .1 0 V2 . 2 e .10 V3 . 2 e .10 V4 . 2 e .10 _ L 1.2 r1.2• _ L 2.2 r2.2• _ L 3.2 r3.2• _ L 4.2 r4.2• F F F F ` P 1.2 : =Z- 20 ft P 2.2 : =2_ 20 P =2- 20-f 3.2 ' P =2- 20-ft 4.2 ' r1.2' A f r2.2• A f r3.2 A j• r4.2` IATf t i P1.2= P2.2= I > 3.2 =' t'4.2 =. Shear Walls Wall Line - (1,1) Wall Line - (2.1) Wall Line - (3.1) Wall Line - (4.1) j First Floor: V i 1.1e +V 1.2e •10 V 2.1e +V 2.2e •10 V 3.1a +V 3.2e 0 V 4.1e +V 4.2e 10 LL r1.1 = 2.1 r2.1 = L 3.1 r3.1 = L 4.1 r4.1 = i Ff Ff Ff Ff ' P 1.1 = 2- 2 P 2.1 = 2- 20- ft 20 -f P 3.1 = 20 -ft P 4.1 = 4 r1.1• Ab'ft r2.1' Ab'ft r3.1` Abf r4.1` Abf f � ? P1.1 = -0.3 P2.1 = P3.1 = ' P4.1 =. l i Shear Walls Wall Line - (A.2) Wall Line - (B.2) Wall Line - (C.2) Wall Line - (D.2) Second Floor: V A.2e .10 V B.2e .10 V C.2e .10 V D.2e .10 .- L A.2 r A.2 • - - L B.2 r B.2 • •- _ L C.2 r C.2 •- r D.2 . •_ L D.2 - F F Fr Fr ! 20 -ft P A.2 =Z- 20- ft P B.2 =2- 20 -ft P C.2 =2- 20-ft P D.2 =2- r A.2' A b •ft2 r B.2 • A b ft2 r C.2 • A b •ft2 r D.2 A b ft 2 i P A.2 = P B.2 = 0.9 1) C.2 =' P D.2 = Shear Walls Wall Line - (A.1) Wall Line - (13.1) Wall Line - (C.1) Wall Line - (D.1) First Floor: V A.1e +V A.2e •10 V B.1e +V B.2e •10 V C.1e +V C.2e •10 V D.1e +V D.2e •10 LA.1 rA.1 = _ LB.1 rB.1 - _ LC.1 rC.1'- _ LDA rD.1'- j r Ff Ff Ff Ff ? ' 20 -ft 20 -ft 20-ft 20-ft P D.1 : =2- r A.1 • A b •ft2 r B.1 • A b •ft2 r C.1 ' A b •ft2 r D.1 A b .ft2 i I P A.1 = PB.1 = PC.1 =' I'D.1= i a P max =1.5 Use P =1.5 2SL Version 6.4 Page 9 rtY .�.:t:�itS.;:�fw:�+w:.��.tur 'ti::>i3;,., e.$%,..:.:itUti3131•rLii: �iiwsr3,u�`�';'�ita' u«:i:i: 2J,; Z W: W� U O N 0: W = J CO U., WO LL Q C f) 0 F- W Z �. ZO W O 0 H- W W F- LL z! CO O Z Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 10.0 Overturning Moment Introduction and Sample Calculation 200. ,! { "Set l,,t,, 100.1. a 127,1 The following example illustrates the calculations used to determine the overturning forces imposed on a shear wall under design forces. 3/18/05 The shortest individual The design force applied at the top plate of the shear wall is of interest. This is Z panel length on a grid line. calculated as the unit force (pif) in the wall multiplied by its length, representing z the design force applied. { w �� t W s : -5 ft i v WallLine.1 '=250 ft V : =v WaIlLine.i 'w s V =1250 lb J V U Resistance to the a lied ' PP design 9 force comes from the dead load tributary to the wall. The following variables define the W tributary width of the Roof and Floor loads that act at this level. Dead loads from the level above are neglected as they W E- were already considered in the calculations for the wall above. The tension from the wall above is added directly to the U LL ' tension of the wall being calculated. W O T rs : =10•ft Tributary Width of Roof supported by the wall LL Q T f := 0.67•ft Tributary Width of Floor supported by the wall d = W T r2s : =10•ft Tributary Width of Roof supported by the uplift section Z Z Z f— T f2s := 0.67•ft Tributary Width of Floor supported by the uplift section Z O The level at which the design force is applied (top plate) was defined previously for the seismic mass. In the event that UJI W 0 the plate height varies through sections of any given level, the height can be redefined to reflect the actual condition. U CO I H "H Height of Wall H 8 i mo :=H 1 mots = ft O W H In order for a wall section to experience uplift, adjacent walls must be lifted as well. Assuming a 45 degree angle of 2V LL � u' failure from the top plate, extending away from the shear panel, the equivalent length of wall to be lifted is assumed to Z be one half the height of the wall. We refer to this as the Uplift Section. W fn U L o ;_H mots Length of wall resisting uplift during overturning O ~ 2 Z L =4ft The dead load of the wall consists of contributions from the roof, floor, and wall. T WallLine.2 : =957Ib W : =i H mots •w s Dl- '+ (T fs•w s•F DL't (T rs-w s•R D' w = 1184wb The dead load of the uplift section also consists of contributions from the roof, floor, and wall. P : =(L o.T r2s D - t (L 0-H mots - W DL' + (L o •T f2s'F DL' P = 947ab An overturning moment is calculated by summing all forces about the compression corner of the shear panel. The result is the tension force required to resist uplift. Note the tension that is applied from the wall above. Top story wall calculations do not have an overturning tension from above. [(V) •H mots +T WallLine.2'w s ] — 0.67•W ss •W— 0.67.P •w s T WallLine.1 2 T WallLine.1 = 1064 lb W s Although not shown on the following pages, these same equations follow each set of data for each wall. They were placed in a minimized area of the calculations to shorten the calculation package, note the arrow and text "Overturning Calculations ". At each of these locations, calculations (as above) are performed. 2SL Version 6.4 Page 10 :u:Vac'..:w. ^u;+;a:i,u: �:t A4G�.'JtlaW "t3i�•rLiraillLt::AiitStiY.i .:kae9 "u.+�e Pitzer & Associates 11 Overturning Moment Fron OVERTURNING F/B - Second Floor Line Width Length Wall H 1.2 w:=26-ft L 1.2 = 26 ft H mot : = H 2 H mot : =H 2 " ' T ' : r 2�: , = , O 'Ti"'- T Overturning Calculations 3.2 w:=O•ft L 3.2 = 0 ft Overturning Calculations 4.2 wi=O-ft L 4.2 = 0 ft Overturning Calculations Overturnina Calculations 2.2 w:=26•ft L 2.2 = 15 ft H mot : = H 2 T :=1ft� :=14-ft": Tf:=O�ft t O-ft r r2 J2 H mot : = H 2 T ft: T ft T -t . :76-ft Tfq:4A 05 - 163 2SL IBC verb -4.mcd it/Rear Direction Tributary Area of: Roof Roof Ad l Floor Floor Ad l Uplift Force T: r: " -ft Tr2:= 4-ft T f =o -ft T f 0 •ft ' OVERTURNING F/B - First Floor Line Width Length Wall Ht 1.1 w:=4•ft L 1.1 =28ft H mot :=H 1 Overturning Calculations 2.1 w:=4 -ft L 2.1 =11 ft H mot :=H I M Overturning Calculations 3.1 w:=O.ft L 3.1 = 0 ft H mot : =H I [B Overturning Calculations 4.1 w':--�-O•ft L4.1 =Oft Overturning Calculations 2SL Version 6.4 3/18/05 Page 11 Tributary Area of: Roof Roof Ad* Floor Floor Adi Uplift Force T : =12 75 • ft: , 7 i2. f2 . . ft, T, f A T' '3' f2.15A T 12 r:=O-k `7 —O TP2:=O•ft H mot : =H I , T 4 Tq.'=U-ft� T f ­ f2-. v ' Z Z �QQ 2 D 00 (/) Cl cf) w LU - r, -J i.- CO O W � U- LLI Z P Z � O. 0 �- LU LU 5 U 0 LLJ LU C.) LL 0. .. Z LU co Z i i I t i i 1 I. i i i . I i Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 12.0 Overturning Moment Side /Side Direction OVERTURNING L/R - Second Floor Tributary Area of: Line Width Length Wall Ht Roof Roof Ad' Floor Floor Ad Uplift Force A.2 w:=5.5-ft L A,2 =18 ft H mot: =H 2 T :F ='14• Tr2 : =3•ft. Tf =0•ft Tf2 : =0•ft ❑► Overturning Calculations B.2 w : =3.ft L B = 8 ft ❑► Overturning Calculations C.2 w : =0•ft L C•2 = 0 ft [►Q Overturning Calculations D.2 w : =0•ft L D = 0 ft ❑► Overturning Calculations H mot =H 2 T � 14.•ft T r2 � =3•ft T f .� ft T f2 '0•ft Hmot: = H2 1 : Oft' Tr2' = Tf .0•ft T =0-ft sl am t H mot : =H 2 T �: Oft` T r2 =0•ft. T f .Oft; T f2 '=O-ft i. OVERTURNING L/R - First Floor Tributary Area of: j Line Width Length Wall Ht Roof Roof Adl Floor Floor Adi Uplift Force A.1 w : =5 L A. 1 =16 ft H mot : = H 1 7 r Oft T =0 •ft r f 12 75 it T =3 •ft �► Overturning Calculations s B.1 w: =3• ft L g•1 = 6 ft H mot :=H 1 . =0•ft T f 3`i T .3•ft ❑► Overturning Calculations CA w: =0•ft L C.1 = Oft H mot : = H 1 T r; Oft; T� " =0.f# T f 0•ft' ,. T 12 � �► Overturning Calculations i D.1 w; =0•ft L p.1 = 0 ft H mot ' 1 T r,1 0 ft; T r 2 ; =0 ft T f =0•ft T f2: 0 -ft © Overturning Calculations 2SL Version 6.4 3/18/05 Page 12 Z j W • G J U 00 W = J f... V.• W o' LLQ N d = W 0 Z I— 5 U� O �; 0 F- W W. U ~ O` 111 Z tJ O Z 1st FI - F/B Line Total Shear j 0A) v r 1 1 = 3874-lb { j (2.1) vT 2.1 = 387401 I (3.1) VT 3.1 = O °Ib 1 (4.1) VT 4.1 - OWb 2nd FI - UR Length L 1.1 =28ft L2,1 =11ft L 3.1 =Oft L4.1 =Oft Line Total Shear Lenqth (A.2) VA.2= 1512 LA.2 = Pitzer & Associates L B.2 = 8 ft 13.0 Shear Wall Load Summary 2nd FI - F/B (D.2) V D.2 = O°Ib Line Total Shear Lenqth t (1.2) V 1.2 = 1820wb L 1.2 = 26 ft (2.2) V 2.2 = 182001b L 2.2 =15 ft (3.2) V 3.2 = O°Ib 7 L 3.2 = O ft (4.2) V4.2 =O l i L4.2 =oft 1st FI - F/B Line Total Shear j 0A) v r 1 1 = 3874-lb { j (2.1) vT 2.1 = 387401 I (3.1) VT 3.1 = O °Ib 1 (4.1) VT 4.1 - OWb 2nd FI - UR Length L 1.1 =28ft L2,1 =11ft L 3.1 =Oft L4.1 =Oft Line Total Shear Lenqth (A.2) VA.2= 1512 LA.2 = (B.2) V B.2 = 1512-lb L B.2 = 8 ft (C.2) V C.2 = Ow L C.2 = 0 ft (D.2) V D.2 = O°Ib L D.2 = 0 ft 1st F1 -IJR Line Total Shear Length (A.1) VT A.1 = 3478-lb L A.1 =16 ft (B.1) vT B.1 = 347801b L B.1 = 6 ft (C.1) Vr C.1 = O°Ib L C.1 = 0 ft (D.1) VT D,1 = 0 L D,1 = Oft 2SL Version 6.4 05 - 163 2SL IBC ver6-4.mcd Shear per foot Call -Out Controls v 1.2 = 70op SW -1 Ro 1.2 = "W" v 2. =121 oplf SW -1 Ro 2.2 = II v 3.2 = 0 Ro 3.2 = "W„ v 4.2 = 0 Ro 4.2 = „Wif Shear per foot Call -Out Controls v 1 1 = 138*pif SW -1 Ro 1.1 = 1W v 21 = 352opif SW -2 Ro 2.1 = " W " v 31 = 0°plf Ro 3.1 = „Wil v 4.1 = O 'plf Ro 4.1 = W ,t Shear per foot Call -Out Controls • A.2 = 84-pif SW -1 Ro A.2 = „ W „ • B.2 = 1890p1f SW -1 „ Ro B.2 = W „ v C.2 = 00 pif RoC.2= f, W v 0.2 = O°pif ,� Ro D.2 = W „ Shear per foot Call -Out Controls v A.1 217Qpif SW -1 „ Ro A.1 = W „ • B.1 = 5800pif SW -3 Ro 6.1 = „ W „ • C.1 = Ooplf Ro C.1 = f1 W ,f V D.1 = 00 pif Ro D.1 = „ W fi 3/18/05 Uplift Force Call -Out T 1.2 = -1306 Ib N /A; T < 1000 T 2.2 = -895 Ib N /A; T < 1000 T 3.2 = T 4.2 =01b Uplift Force Call -Out T 1.1 = -903 Ib N /A; T < 1000# T 2.1 =1219 Ib N /A; T < 1000# T 3.1 = 0 Ib T4 =01b Uplift Force Call -Out TA.2 = -197 Ib N /A; T < 1000# T B . 2 =885Ib T -1 T C.2 = T D,2 = 0 Ib Uplift Force Call -Out T A,1 = 899 Ib T- 2 T B.1 = 5118 Ib T- 3 T C.1 =OIb T =01b Page 13 .i, ,:t .. _ ,;a. .....t 5-.. .�..t,:.M.J Sta.;:t 1.4. ;/i u. .u+ "rte.. �n:+�beryv kLf :.sLS+, t '�.4G:ai��+^:1u.i� �%ah"�'�.,+'i.LS.Yi�:,. '�:4`'�'� wWU` �k' ';i%k + ��ti C�'..tY; z r` Z �W JU 0 0 : N a W= U) LL W O 9 _ LL Q zW z� t•- O w H W �p U O� O H WW H� �O . Z' W U =� O Z z =l 2SL Version 6.4 7 0 4 19 0 11 16 0 9 15 0 8 7 0 4 32 0 18 47 0 27 62 0 35 Oin 3/18/05 Page 14 L.f.. . � :.. �. :. .., w .. .. ....: • -� '.,, ..... �'... _+. ..,... 1 .......f i i .,' 'wi::ii'a' <�b�' ^� �t Yx ` 1uiiss.. :.tu' ... ,aw C . e?nr ! ,. „{ � : k3'.x �' ^`�+4.t 1.�{: + .r ':.��4 � • N:.1 � d. } .]: '�` .. �iw�i .'L15i +Z:v4d.+it�:"a:.:ifL.iL.s � :+� .L,j t 16d nails 16d slant nails A35 Clips H1 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) Z }= Z W UJ W � U O. rn 0 CO CO LL w O LL Q CO �: = w H _ Z �.. H O Z F-- w w O� 0 H W _ Z' U= O F- Z } Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 14.0 Hold Down /Shear Wall .Schedules /Shear Flow /Connection Schedule Shear Wall Requirements - Hem Fir values wc! �c ;i: s�,,,� �� snr,.•a /•ars�� SW -1 SW -2 SW -3 Use 7/16" CDX wl Use 7116" CDX w/ Use 15132" CDX w/ 8d @ 6" Edge 8d @ 4" Edge 10d @ 4" Edge 8d @ 12" Field 8d @ 12" Field 10d @ 12" Field j Capacity (339 plo Capacity (489 plQ i Capacity (599 plo i j. Holddown Requirements j T -1 T -2 T -3 MSTC28 w/ STHD8 /STHD8RJ w/ PHD6 -sDS3 w/ (12)- 16d sinkers (24)- 16d sinkers (18) - SDS 1/4 "x 3" screws I Capacity = 1035# 6" stem wall (2) -studs min Capacity: 2210# SSTB28 w/ 25" min embed i 1 Capacity = 5480# i I Shear Flow Connectors Capacity (Hem -Fir) Shear Wall Capacity - 16d Nails. z 1 ;= 195•lb sw 1 : =339 •plf Simpson LTPS Clip z 2 := 540 i Simpson A35 Clip Z 3 :=450-lb SW 2 : =0•plf Simpson H1 Truss Connector z 4 := 415.Ib sw 3 := Of Simpson DTC Clip z 5 : =210ab SW 4 : =0•pif 1/2" Diameter Anchor Bolts (2x) Z 6 , .=912-lb 5/8" Diameter Anchor Bolts (2x) Z 7:=1328-lb sw 5 : =0•plf 5/8" Diameter Anchor Bolts (3x) z 8 :=1 744-lb sw 6 : =0•plf SW 7 : =0•plf t Connector Spacing: Shear Walls 1 2 3 4 5 6 7 z =l 2SL Version 6.4 7 0 4 19 0 11 16 0 9 15 0 8 7 0 4 32 0 18 47 0 27 62 0 35 Oin 3/18/05 Page 14 L.f.. . � :.. �. :. .., w .. .. ....: • -� '.,, ..... �'... _+. ..,... 1 .......f i i .,' 'wi::ii'a' <�b�' ^� �t Yx ` 1uiiss.. :.tu' ... ,aw C . e?nr ! ,. „{ � : k3'.x �' ^`�+4.t 1.�{: + .r ':.��4 � • N:.1 � d. } .]: '�` .. �iw�i .'L15i +Z:v4d.+it�:"a:.:ifL.iL.s � :+� .L,j t 16d nails 16d slant nails A35 Clips H1 Clips DTC Clips 1/2" Anchor Bolts (2x) 5/8" Anchor Bolts (2x) 5/8" Anchor Bolts (3x) Z }= Z W UJ W � U O. rn 0 CO CO LL w O LL Q CO �: = w H _ Z �.. H O Z F-- w w O� 0 H W _ Z' U= O F- Z i Pitzer Associates 05 - 163 2SL IBC ver6-4.mcd 15.0 Horizontal Diaphragms I. Roof Diaphragm For the Roof Sheathing shown, calculate the minimum depth of the diaphragm: CapRF : =221 •pif 3/18/05 3/8" CDX (48/24) Front/Back Left/Right Roof Sheathing w/ 8d Nails at 6" O.C. Edges Wall Line Minimum Depth Wall Line Minimum Depth 8d Nails at 12" O.C. Field "Any Case" HF #2 _ V 1,2 V (1.2) D 1.2: D 1.2 = 8.2 ft (A.2) D A.2 ' =CapRF D A.2 = 6.8 ft t i t, t i (2.2) D 2.2:= V 2.2 D 2 +2 = 8.2 ft (B.2) D B := V B.2 D B.2 = 6.8 ft CapRF Ca - PR F (3.2) D 3.2:= CapRF D 3.2 = 0 ft (C.2) D C.2 := V C D C.2 = 0 ft P (4.2) D 4.2 : °CapRF D 4.2 =Oft (D.2) D p 2 =Cap D D.2 = 0 ft Floor Diaphragm For the Floor Sheathing shown, calculate the minimum depth of the diaphragm: CapFL : = 280 •plf 5/8" CDX (48/24) Front/Back Left/Ri-ght Flooring w/ 10d Nails at 6" O.C. Edges 10d Nails at 12" O.C. Field Wall Line Minimum Depth Wall Line Minimum Depth "Any Case" HF #2 (1.1) D1.1: = V1.1 D1.1 =7.3ft (A.1) DA.1: = VA.1 DA.1 = CapFL CapFL (2.1) D2.1: = V2.1 CapFL (3.1) D 3,1 V 3.1 =CapFL CapFL 2SL Version 6.4 Page 15 �.1_ ..f x.a. +r.i': •fy:.' :a...�,; _iA`.. �w. -�: �•.v t'k +3:'+L:` • ire' sn;� {.k ' '•.lit'" fiw.' i. . �'�., _.:ar x�im !+. n5`i� 'it , .y.P.«a+,u1>+. .v'M:� 'C+'n+A?+iii,:anSy.i�l.a , ♦jc�a 'd'�r. u'tr� to +ctiir;;;:. --'" C+t.`var�'ntr; D2.1 =7.3ft (B.1) DB.1 = B.1 DB.1 =7ft CapFL D3.1 =Oft (C.1) D C.1 ' -CapFL D C.1 =Oft D4.1 =Oft (D.1) D D.1 ' CapFL D D.1 = 0 ft z }�- Z W UQ W = J i- W w. w O u_ ?. cl) d �W z = H H O z F- w w U� : 0 CO 0 F- LU W. U O' W z U_= z Pitzer & Associates 05 - 163 2SL IBC ver6-4.mcd 16.0 A lternative Basic Load Combinations ' D +L +(Lr) EQ 16 -13 D +L +( S) EQ 16 -13 D +L +( R) EQ 16 -13 D +L +((oW) EQ 16 -14 D +L +(coW) +(S /2) EQ 16 -15 D +L +S +(coW /2) EQ 16 -16 D +L +S +E/1.4 EQ 16 -17 0.9D +E/1.4 EQ 16 -18 Earthquake Load, E I j E= pQe +0.2S pS D E= pQe- 0.2S } Max Earthquake Load, Em z E =Q +0.2S E =Q Qe- 0.2S Special Seismic Loads 1.2D +f1" L +Em 0.9D +Em t. 2SL Version 6.4 3/18/05 Page 16 + '.,r%vti�n;S'A`n{A1'!:� • •c:F.:.:rr „r� z. .::i�.,.r�:•Sets:.r.�.�.t.,:� � �,�i, � v as�n,.�S��ms ':sw l: rW':Hx.<S,S,�L;:;�•r�'r;t�ii`„ EQ 16 -50 EQ 16 -51 EQ 16 -52 EGt 16 -53 EQ 16 -19 EQ 16 -20 200.3 W' b'crpmn 1003J2127-11 z ~ w UO to o: W J �. ' CO W W ��O..'. U. Q CO z d: HW s �O. w F--- g W U o, O W F-; Z CO ui P O E- Z D Dead Load L Live Load Live Roof Load L S Snow Load R Rain Load W Wind Load Live Load Coefficient f1 z ~ w UO to o: W J �. ' CO W W ��O..'. U. Q CO z d: HW s �O. w F--- g W U o, O W F-; Z CO ui P O E- Z Zilwode Lookiij) Output! . ....41ttp://eqiiit.er.tisgs.gov/cq/cgi-biii/zil)eodc.egi 11, , I(,! i y i p-code is 913168. 98168 47.4892 La'. -122.2991 Long. I TO NEAREST GRID POINT 1.2063 kms 1- 11; I'l F")INT 47.5 Lat. 122.3 Long. ground motion values, in %sg, at the blearest Grid point are: 2.0',PE in 50 yr 5%PE in 50 yr 2%PE in 50 yr. 33.11.2930 45.888500 66.142754 7•. T2.323174 1.10.120399 142.260406 .3 !:,7% 6'..401939 98.998154 128.41.4307 e 2'.1.501949 31.489161 49.095829 -- -- - -- - - - -- - - - - - - - - - - - - - - - - - - - - - - - - 'The input AP-code is Zip code is zero and we go to the end and stop. 111K).11J."I INFO 114)111 P age S I -IS% I K' I IAZAR D: I hizard b; 7 Code - . ....... ... - MR91 MUM, Z Z. DI; U 00 CO 0; (D W W CO LL. 0: LL CO =Y 0 LLJ Z 0. W LLI 2 :5 U �O LIJ 0 illl Z: 0 Z. i i' { i , i' j i THE LU ADDITION 14114 55 S. TUKWILA WA 98168 ROOF LOAD: 254 LIVE LOAD, 15# DEAD LOAD FLOOR LOAD: 40# LIVE LOAD, 15# DEAD LOAD WALL LOAD: 10# PLF COW \ REV'ONED FO CODE COMPLIANCE f1AY � q ZQ�a `" r•`1:i CITY OF T APR o a 2005 PERMIT CENTER AREA HOME PLANNERS 2812 COLBY AVENUE, EVERETT, WA 98201 ' PHONE: (425) 258 -6400 / (206) 726 -4119 ,l'.. 7 A.tt... � 'x {'�. v.. '�A. f•,SA:{v {�1.' i 11 :YK49,�. /, }1 »t. .U'�tl,...i'.., �;,::�l .S.., :ilR:T!t.�w i. ;v ' .: ...' .... � , � ......" ., , ,..... .'. i.i: � .Y:Mr�i 5] �v4J%a.CMU Y..Ri.:•uu Z Z: Q= 2 W D, 00' Np W =. J S2 U. W J' (L Q n o Z F- H O Z F- W 5, U N! O wW s f- V! LL � -O LLI Z U N Z .... i H i i 1 1 4 �umnf 2003 International Residential Code (97 �S)1 Ver: 6.00.63 Bv:. , Area Home Planners on: 03 -20 -2005. 16:19:00 AM Proiect: LU ADDITION - Location: TRIPLE STUDS @ STUDY Summary: ( 3 ) 1.5 IN x 5.5 IN x 8.0 FT / #2 - Hem-Fir - Dry Use Section Adequate BY: 19.4% • Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 Vertical Reactions: Live: Vert -LL -Rxn= 4902 LB Dead: Vert-DL -Rxn= 3649 LB Total: Vert-TL -Rxn= 8551 LB Axial Loads: Live Loads: PL= 4902 LB Dead Loads: PD= 3594 LB Column Self Weight: CSW= 55 LB Total Loads: PT= 8551 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Length: L= 8.0 FT Maximum Unbraced Length (X -X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 8.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dy= 4.50 IN Area: A= 24.75 IN2 Section Modulus (X -X Axis): Sx= 22.69 IN3 Section Modulus (Y Y Axis): Sy- 6.19 IN3 Slenderness Ratio: Lex/dx= 17.45 Ley /dy= 21.3 Properties For: #2- Hem -Fir Compressive Stress: Fc= 1300 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress (X -X Axis): Fbx= 850 PSI Bending Stress (Y -Y Axis): Fby= 850 PSI Adjusted Properties: Fc': Fc'= 429 PSI Adiustment Factors: Cd =1.00 Cf =1.10 Cp =0.30 Column Calculations (Controlling Case Onlv): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 345 PSI Allowable Compressive Stress: Fc'= 429 PSI Z Z W� U O co) J � co u- w LL ?. � = W Z �. Z �. O WW S H L5. u.: Z LIJ U =. O I. Z imnf 2003 International Residential Code (97 ` 1 Ver: 6.00.63 By:. , Area Home Planners on: 03-20-2005: j:19:00 AM Project: LU ADDITION - Location: TRIPLE STUDS @ DINING Summary: ( 3 ) 1.5 IN x 5.5 IN x 8.0 FT / #2 - Hem -Fir - Dry Use Section Adequate By: 39.8% * Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3.1 i Vertical Reactions: I Live: Vert-LL -Rxn= 3837 LB Dead: Vert -DL -Rxn= 2546 LB Total: Vert -TL -Rxn= 6383 LB Axial Loads: Live Loads: PL= 3837 LB { Dead Loads: PD= 2491 LB Column Self Weight: CSW= 55 LB Total Loads: PT= 6383 0.00 LB IN ! Eccentricity (X -X Axis): ex= 0.00 IN Eccentricity (Y -Y Axis): ey= Cd- Axial= 1.00 Axial Duration Factor: Column Data: Length: L= 8.0 FT ! Maximum Unbraced Length (X -X Axis): Lx= 8.0 FT Maximum Unbraced Length (Y -Y Axis): Ly= 8.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -Y. Axis): dx= 5.50 IN I Column Section (Y -Y Axis): dy= 4.50 IN Area: A= 24.75 IN2 Section Modulus (X -X Axis): Sx= 22.69 6.19 IN3 IN3 Section Modulus (Y -Y Axis): Sy- Slenderness Ratio: Lex/dx= 17.45 I Ley /dy= 21.3 j Properties For: #2- Hem -Fir c= F E= 1300 PSI i Compressive Stress: Modulus of Elasticity: 1300000 PSI Bending Stress (X -X Axis): Fbx= 850 PSI Bending Stress (Y -Y Axis): Fby= 850 PSI Adjusted Properties: Fc= 429 PSI Fc': Adjustment Factors: Cd =1.00 Cf =1.10 Cp =0.30 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Compressive Stress: Stress: fc= Fc'= 258 429 PSI PSI l Allowable Compressive 1 r Z Z. a �w W� U O• .N0. W = J � N LL W }} J, LL ?. co O. H LLJ. Z �.'. ZO w 5. U� �O N W 2 t- U u_ 0'. Llj Z U C0 . - ` O Z Page: 13 ' Multi- Lvaded Beamf 2003 International Residential Coo, .97 NDS)1 Ver: 6.00.63 BV:. , Area Home Planners on: 03 -20 -2005: 08:19:00 AM j Protect: LU ADDITION - Location: FLR BM ABV STUDY Design Requirements: Controlling Moment: M= 23781 FT -LB 7.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 V- 7504 LB Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 97.70 IN3 S= 147.66 IN3 Arran= q A R1 IN9 i Z z W. J U: UO Cl) 0. CO) =; J l.-: — CO) LL;. J, U) �w z� E- O. z F- w LLj � o. o CO) C3 w W L L - O.. ..z U co): O Z Multi- led Beam[ 2003 International Residential Cod 7 NDS)1 Ver: 6.00.63 BY:. , Area Home Planners on: 03 -20- 2005:. x:19:00 AM Proiect: LU ADDITION - Location: FLR BM ABV STUDY Summary: 7.0 IN x 11.25 IN x 15.5 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 17.6% Controlling Factor: Moment of Inertia / Depth Required 10.66 In Center Span Deflections: Dead Load: DLD- Center- Live Load: LLD - Center= Total Load: TLD- Center- Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2_ Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL-2= Dead Load: wD-2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Point Load 2 Live Load: PL2-2= Dead Load: PD2 -2= Location (From left end of span): X2 -2= Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= Left Dead Load: TRD- Left -1 -2= Right Live Load: TRL - Right -1 -2= Right Dead Load: TRD- Right -1 -2= Load Start: A -1 -2= Load End: B -1-2= Load Length: C -1 -2= Trapezoidal Load 2 Left Live Load: TRL - Left -2 -2= Left Dead Load: TRD - Left -2 -2= Right Live Load: TRL - Riqht -2 -2= Right Dead Load: TRD- Right -2 -2= Load Start: A -2-2= Load End: B-2 -2= Load Length: C -2 -2= Trapezoidal Load 3 Left Live Load: TRL- Left -3 -2= Left Dead Load: TRD- Left -3-2= Right Live Load: TRL - Right -3 -2= Right Dead Load: TRD- Right -3 -2= Load Start: A -3 -2= Load End: B-3 -2= Load Length: C -3 -2= Trapezoidal Load 4 Left Live Load: TRL - Left -4 -2= Left Dead Load: TRD - Left -4 -2= Right Live Load: TRL - Riqht -4 -2= Right Dead Load: TRD- Right -4 -2= Load Start: A-4 -2= Load End: B-4 -2= Load Length: C-4 -2= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.01 • F Fv'= 0.28 IN 0.38 IN = U495 0.66 IN = U282 4902 LB 3594 LB 8496 LB 1.62 IN 4902 LB 3594 LB 8496 LB 1.62 IN 15.5 FT 0.0 FT 15.5 FT 1.00 360 240 0 PLF 0 PLF 25 PLF 25 PLF 1994 LB 1422 LB 2.25 FT 1994 LB 1422 LB 13.25 FT 363 PLF 218 PLF 363 PLF 218 PLF 0.0 FT 2.25 FT 2.25 FT 363 PLF 218 PLF 363 PLF 218 PLF 13.25 FT 15.5 FT 2.25 FT 220 PLF 163 PLF 220 PLF 163 PLF 0.0 FT 15.5 FT 15.5 FT 50 PLF 30 PLF 50 PLF 30 PLF 0.0 FT 15.5 FT 15.5 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI Z W UO U) 0 co w J F- WLL W O. 9 -1 U_ co D 2 �_W Z I- I- O Z t-- W j, U� O� O F- W W U. O Ill Z U= O Z ' Page: 11 Multi - Loaded Beamf 2003 International Residential Codes % d7 NDS) 1 Ver: 6.00.63 Bv:. , Area Home Planners on: 03 -20 -2005: 08:18:59 AM Project: LU ADDITION - Location: 8' HDR F'LR BM @ DINING Moment of Inertia (Deflection): Ireq= 149.44 IN4 1= 230.84 IN4 f Z LU W � U 0. CO) O W = _J h.. W o, LL Q' N _ F- O: Z F—; U� `O �. W LIJ -- V' tt. Of U CO)' �'�_ ';�J�. � !:. �c�v. �i•.. :..,{ ��:x��e w�,.sl.rwN 1��...u,F�•t;'::ICrf':••: s.�a �)'t a.,:� x.x,,.:....��.+�� o(:i•i.<.sA� ei' � �7.. :,3: ��.; .'w,su. i Multi- p ied Beam( 2003 International Residential Cod 7 NDS) 1 Ver: 6.00.63 By:. , Area Home Planners on: 03 -20 -2005 :.. .j:18:59 AM ' Proiect: LU ADDITION - Location: 8' HDR FLR BM @ DINING Summary: 3.5 IN x 9.25 IN x 8.33 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 25.7% Controlling Factor: Section Modulus / Depth Required 8.25 In Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD - Center= 0.16 IN = U607 Total Load: TLD- Center- 0.27 IN = U371 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 3837 LB Dead Load: DL- Rxn -A= 2491 LB Total Load: TL- Rxn -A= 6329 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 2.41 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 2828 LB Dead Load: DL- Rxn -B= 1797 LB Total Load: TL- Rxn -B= 4625 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 1.76 IN Beam Data: Center Span Length: L2= 8.33 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length - Bottom of Beam: Lu2- Bottom= 8.33 FT Live Load Duration Factor. Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT -2= 10 PLF Point Load 1 Live Load: PL1 -2= 1147 LB Dead Load: PD1 -2= 789 LB Location (From left end of span): X1 -2= 0.5 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 363 PLF Left Dead Load: TRD- Left -1 -2= 218 PLF Right Live Load: TRL - Right -1 -2= 363 PLF Right Dead Load: TRD- Right -1 -2= 218 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 8.33 FT Load Length: C -1 -2= 8.33 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= 300 PLF Left Dead Load: TRD - Left -2 -2= 113 PLF Right Live Load: TRL - Riqht -2 -2= 300 PLF Right Dead Load: TRD- Right -2 -2= 113 PLF Load Start: A -2 -2= 0.0 FT Load End: B -2 -2= 8.33 FT Load Length: C -2 -2= 8.33 FT Trapezoidal Load 3 Left Live Load: TRL- Left -3 -2= 0 PLF Left Dead Load: TRD - Left-3 -2= 80 PLF Right Live Load: TRL - Riqht -3 -2= 0 PLF Right Dead Load: TRD- Right -3-2= 80 PLF Load Start: A -3-2= 0.0 FT Load End: B -3 -2= 8.33 FT Load Length: C -3 -2= 8.33 FT Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2985 PSI Adjustment Factors: Cd =1.00 Cf =1.03 Fv': FV= 290 PSI Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 9880 FT -LB 4.082 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 3814 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 39.72 IN3 S= 49.91 IN3 Area (Shear): Area= 19.73 IN2 �. ... ..,..���.... ... :._: .+...<.,_�.. \.n _, . :.•t. »..v..- ., r_ u.A. Kil.�• wmxG+,.....+[.:�r. a...4. «�...ixxb� �f i 'i:., "tw:.fdy3r ;zr..... rib .�c3�iiJsa:,r.�cr.�s.v1:.a�,r :t.,�`i5.x+'s. d:is>. Z '~ W 5 JU UO W =: CO) L wO LL = Cy �W Z F- F- O Z I- W LLJ �p ;UO N_ ❑ F- W U LL. O LLl Z CO F- _ O Z Multi. ce ded Beamf 2003 International Residential Co()7 NDS) 1 Ver: 6.00.63 By :. , Area Home Planners on: 03 -20 -2005. u8:18:59 AM • Proiect: LU ADDITION - Location: 10' RIM JST / BM ABV STAIRS Summary: 3.5 IN x 9.25 IN x 10.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 13.6% Controlling Factor: Section Modulus / Depth Required 8.68 In Center Span Deflections: Dead Load: DLD- Center= 0.10 IN Live Load: LLD - Center= 0.09 IN = U1377 Total Load: TLD- Center- 0.19 IN = L/626 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 533 LB Dead Load: DL- Rxn -A= 739 LB Total Load: TL- Rxn -A= 1272 LB Bearing Length Required (Beam only, support capacity not checked): BL -A= 0.58 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 833 LB Dead Load: DL- Rxn -B= 938 LB Total Load: TL- Rxn -B= 1771 LB Bearing Length Required (Beam only, support capacity not checked): BL -B= 0.81 IN Beam Data: Center Span Length: L2= 10.0 FT Center Span Unbraced Lenqth -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 10.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL -2= 0 PLF Dead Load: wD -2= 0 PLF Beam Self Weight: BSW= 8 PLF Total Load: wT -2= 8 PLF Point Load 1 Live Load: PL1 -2= 600 LB Dead Load: PD1 -2= 398 LB Location (From left end of span): X1 -2= 7.5 FT Trapezoidal Load 1 Left Live Load: TRL- Left -1 -2= 50 PLF Left Dead Load: TRD- Left -1 -2= 30 PLF Right Live Load: TRL - Riqht -1 -2= 50 PLF Right Dead Load: TRD- Right -1 - 2= 30 PLF Load Start: A -1 -2= 0.0 FT Load End: B -1 -2= 10.0 FT Load Length: C -1 -2= 10.0 FT Trapezoidal Load 2 Left Live Load: TRL- Left -2 -2= 27 PLF Left Dead Load: TRD - Left -2 -2= 10 PLF Right Live Load: TRL - Right -2 - 27 PLF Right Dead Load: TRD- Right -2 -2= 10 PLF Load Start: A -2 -2= 0.0 FT Load End: B -2 -2= 10.0 FT Load Length: C -2 -2= 10.0 FT Trapezoidal Load 3 Left Live Load: TRL - Left -3-2= 0 PLF Left Dead Load: TRD- Left -3-2= 80 PLF Right Live Load: TRL- Riqht -3 -2= 0 PLF Right Dead Load: TRD- Right -3 -2= 80 PLF Load Start: A -3 -2= 0.0 FT Load End: B -3-2= 10.0 FT Load Length: C -3 -2= 10.0 FT Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1080 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3956 FT -LB 6.2 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= 1628 LB At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 43.95 IN3 S= 49.91 IN3 Area (Shearl: Area= 25.70 IN2 _.�..: ..., �. �.�, �.., .., .,...:. ��. . .., ...... .,.�..:......,...; ...:,;�.'.._ ,d�;, .NJ... �.✓. � ",t;:.�'v �:J.� 't!iattui'�af�Y .0- r�t. t:N.J..� f. f nS l:.':::s:Ct,s7.JUi�...u...+:�;: a .; ...:+;,w.:" .ice. n.:.se.u4v,!.G.::. =mcw.�:. Z W WD UO (/) W = J �. CO w wO: J u_ co Z) Z �.. W Z = H O W UJ U� CO 01-- wW H� U _ O . til Z. U CO Z I F r Beam( 2003 International Residential Code (E "aS) I Ver: 6.00.63 By :. , Area Home Planners on: 03 -20 -2005. vd :18:59 AM • Project: LU ADDITION - Location: V HDR ROOF BM Summary: 3.5 IN x 7.25 IN x 6.33 FT / #2 - Douglas Fir -larch - Dry Use Section Adequate By: 12.2% Controlling Factor: Section Modulus / Depth Required 6.84 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.07 IN = U1032 Total Load: TLD= 0.12 IN = U611 Reactions (Each End): Live Load: LL -Rxn= 1147 LB Dead Load: DL -Rxn= 789 LB Total Load: TL -Rxn= 1936 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.89 IN Beam Data: Span: L= 6.33 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof RP= 6 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 14.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 6.33 FT Beam Uniform Live Load: wL= 363 PLF Beam Uniform Dead Load: wD adi= 249 PLF Total Uniform Load: wT= 612 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc 625 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd =1.15 Cf =1.30 FV: FV= 109 PSI - Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 3064 FT -LB 3.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1588 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 27.33 IN3 S= 30.66 IN3 Area (Shear): Areq= 21.80 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 32.73 IN4 1= 111.15 IN4 Z H; '�- w JU U O. N0. W= J � CO ur. W O J a = d. �. W Z �.. H O Z F 2 D U �' O CO: 0 F.- W lL, U ; Z uj U =' O � Z i y' F Beam( 2003 International Residential Code (9 DS) 1 Ver: 6.00.63 BY:., Area Home Planners on: 03 -20 -2005: vd:18:5B AM • Project: LU ADDITION - Location: 11' HDR ROOF BM Summary: 5.5 IN x 11.5 IN x 11.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 8.2% Controlling Factor: Section Modulus / Depth Required 11.05 In Deflections: Dead Load: DLD= 0.09 IN Live Load: LLD= 0.13 IN = U1002 Total Load: TLD= 0.23 IN = U585 Reactions (Each End): Live Load: LL -Rxn= 1994 LB Dead Load: DL -Rxn= 1422 LB Total Load: TL -Rxn= 3416 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.99 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 14.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 15 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 11.0 FT Beam Uniform Live Load: wL= 363 PLF j Beam Uniform Dead Load: wDadi= 259 PLF Total Uniform Load: — WT= 621 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI I Stress Perpendicular to Grain: Fc 625 PSI Adjusted Properties _perp= I Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd =1.15 C "1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 9393 FT -LB 5.5 ft from left support Critical moment created by combining all dead and live loads. } Controlling Shear: V= 2869 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 112.02 IN3 S= 121.23 IN3 Area (Shear): Areq= 44.03 IN2 A= 63.25 IN2 Moment of Inertia (Deflection): Ireq= 214.57 IN4 i 1= 697.07 IN4 - ':•rt. es: ..G i:; i;:+' r�'. a :��-hltJ��;r:.».Fi;+r., <�.�.1' ^.x.1.4 t..; i��.!,r� ..t r = ?d �r,wn: x.ra.�'r::,'�':P::'. .t, }C:l`.t; :ice: ti:::.`. 0,;.:«7i.:..µ =:J P. � .;i:'>:;u'r Z Ii.-: '~ W JU UO CO) O W= CO U. W O. 2}} 9J LL ¢. N d = W Z t_ O Z l . 5. D p: O �. t — FU-- �' O LLI Z 0 X Z l i r t I I i i . t . i. i I i i. i 1 , r F Beam[ 2003 International Residential Code (9" DS) ) Ver: 6.00.63 By:., Area Home Planners on: 03 -20 -2005 :..c:18:58 AM Project: LU ADDITION - Location: 11' HDR ROOF BM @ STUDY Summary: 3.5 IN x 7.25 IN x 11.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 49.2% Controlling Factor: Section Modulus / Depth Required 5.94 In Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.16 IN = U815 Total Load: TLD= 0.28 IN = U468 Reactions (Each End): Live Load: LL -Rxn= 481 LB Dead Load: DL -Rxn= 357 LB Total Load: TL -Rxn= 838 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.38 IN Beam Data: Span: L= 11.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 6 :12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load -Side One: LL1= 25.0 PSF Roof Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 3.5 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 6 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 11.0 FT Beam Uniform Live Load: wL= 88 PLF Beam Uniform Dead Load: wD_adi= 65 PLF Total Uniform Load: wT= 152 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1346 PSI Adjustment Factors: Cd =1.15 CF1.30 FV: FV= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2305 FT -LB 5.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 754 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 20.55 IN3 S= 30.66 IN3 Area (Shear): Areq= 10.36 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 42.77 IN4 1= 111.15 IN4 ��. f .}: !.`a:. :.¢ti . u.....:11,.L ..A ` r • ; s_i.:wd.ttis..:.::, •• '•.a...w.. ..st ...c.. Z ',}_— Z W u� D . JU U O: to 0. LL, F=. WU. .W O LL ¢. !2_ . F-W F- 0 :Z F_ W 2 5 U 0— 0 H W UJ . S LL F- — O:. Jl Z. U co' F F :Z Uniformly l _led Floor Beamf 2003 International Residenticc Ae (97 NDS) ] Ver. 6.00.63 By:. , Area Home Planners on: 03 -20- 2005:. 4:18:58 AM Proiect: LU ADDITION - Location: 5' FDN FLR BM Summary: 5.5 IN x 11.5 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use I Section Adequate By: 18.8% Controlling Factor: Area / Depth Required 9.68 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = L/2850 Total Load: TLD= 0.03 IN = U1861 Reactions (Each End): Live Load: LL -Rxn= 2985 LB Dead Load: DL -Rxn= 1587 LB Total Load: TL -Rxn= 4571 LB ! Bearing Length Required (Beam only, support capacity not checked): BL= 1.33 IN ' Beam Data: Span: L= 5.33 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 1 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF i Tributary Width -Side One: TW1= 15.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF t Tributary Width -Side Two: TW2= 13.0 FT i Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 160 PLF ! Beam Loading: j Beam Total Live Load: wL= 1120 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: WD= 595 PLF Total Maximum Load: W T= 1715 PLF Properties For #2- Douglas Fir-Larch Bending Stress: Fb= 875 PSI Shear Stress: Fv 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc 625 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 875 PSI Adjustment Factors: Cd =1.00 Cf =1.00 FV: Fv'= 85 PSI Adiustment Factors: Cd =1.00 Design Requirements: j Controlling Moment: M= 6091 FT -LB 2.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 3017 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 83.54 IN3 i S= 121.23 IN3 i Area (Shear): Areq= 53.24 IN2 A= 63.25 IN2 Moment of Inertia (Deflection): Ireq= 89.90 IN4 1= 697.07 IN4 i a:�H Y .:1.'n ( «A .'i « �1:�,•:ir: i�.M1l, � 11 ��; . ^,rr`.:'d1>�s�.':i.i:x::.s.tv4 �'.�i. � -v`f. Cn�it.1.',.W 1«. K :� i�t.�('" k �Ak . #c M fr:, .7Y'i:4��>y:'f•', l�,t m •. W ' . �..4. F.•�:.,.w Z =Z QQ JU 00 rn a W= I—, CO) U. WO }} J u_ Q co Z) = CYs �W Z H Z �: W LU U O —: � .w u1' LL H . LLi Z` O Z . .. ,. • . � ir.s... -�.:r '.iS.i.::!%.. . % .i,.�ru�sle:.1. LG...;w7a n� 4 .��.d.i..S.. .'.It._veKU��: Z J— Z W �Q 2 J V UO CO O` W= Lo LL . L WO }} Ei u- Lo CY Z� I— O W ~ W �p O N. W W . F- U: u_ O: t1J Z. F- _ O F- Z Uniformly 1 p led Floor Beaml' 2003 International Residentit �ide (97 NDS) ] Ver. 6.00.63 By:. , Area Home Planners on: 03-20-2005 vd :18:57 AM Project: LU ADDITION - Location: 4' DBLE JST ABV STAIRS Summary: ( 2 ) 1.5 IN x 9.251N x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 183.9% Controlling Factor: Area / Depth Required 4.92 In " Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U8795 Total Load: TLD= 0.01 IN = U5285 Reactions (Each End): Live Load: LL -Rxn= 600 LB Dead Load: DL -Rxn= 398 LB Total Load: TL -Rxn= 998 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.53 IN Beam Data: Span: L= 4.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 7,5 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 80 PLF Beam Loading: Beam Total Live Load: wL= 300 PLF Beam Self Weight: BSW= 7 PLF Beam Total Dead Load: wD= 199 PLF Total Maximum Load: WT= 499 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 990 PSI Adjustment Factors: Cd =1.00 Cf =1.10 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 998 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 619 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 12.10 IN3 S= 42.78 IN3 Area (Shear): Areq= 9.77 IN2 A= 27.75 IN2 Moment of Inertia (Deflection): Ireq= 8.98 IN4 I= 197.86 IN4 . .. ,. • . � ir.s... -�.:r '.iS.i.::!%.. . % .i,.�ru�sle:.1. LG...;w7a n� 4 .��.d.i..S.. .'.It._veKU��: Z J— Z W �Q 2 J V UO CO O` W= Lo LL . L WO }} Ei u- Lo CY Z� I— O W ~ W �p O N. W W . F- U: u_ O: t1J Z. F- _ O F- Z r . - Uniformly '. p ied Floor Beam[ 2003 International Residenth ^ )de (97 NDS) ] Ver: 6.00.63 BY:., Area Home Planners on: 03-20-2005. d: 18:57 AM • Proiect: LU ADDITION - Location: V HDR FLR BM @ BED RM Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 122.9% Controlling Factor: Area / Depth Required 3.981n Deflections: i Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U6757 Total Load: TLD= 0.01 IN = U4385 Reactions (Each End): Live Load: LL -Rxn= 780 LB Dead Load: DL -Rxn= 422 LB f Total Load: TL -Rxn= 1202 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.55 IN Beam Data: Span: L= 3.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 j Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 13.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF i Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 80 PLF Beam Loading: Beam Total Live Load: wL= 520 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 281 PLF Total Maximum Load: WT= 801 PLF Properties For #2- Douglas Fir -Larch Bending Stress: Fb= 900 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc 625 PSI Adjusted Properties _perp= Fb' (Tension): Fb'= 1170 PSI Adjustment Factors: Cd =1.00 Cf=1.30 FV: Fv'= 95 PSI . Adjustment Factors: Cd =1.00 Design Requirements: r Controlling Moment: M= 901 FT -LB 1.5 ft from left support t Critical moment created by combining all dead and live loads. ' Controlling Shear: V= 721 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 9.24 IN3 S= 30.66 IN3 Area (Shear): Areq= 11.39 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 6.08 IN4 1= 111.15 IN4 Z W �7. .6:31 U O. W =. J � LL: WO }} LL Q N d = W Z H O W 25 D O C0. � H WW F_ U' LL O. .. Z W U �; I•- H Z • ' ' FocD�sign f 2003 International Residential Code `NOS) Ver: 6.00.63 Bv:. , Area Home Planners on: 03-20-2005. ..j:l 8:57 AM Protect: LU ADDITION - Location: 30X30X12 TYP SPREAD FTG Summary: Footing Size: 2.5 FT x 2.5 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= 6392 LB Dead Load: PD= 3334 LB Total Load: PT= 9726 LB Ultimate Factored Load: Pu= 15534 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 2000 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fv= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 2.5 FT Length: L= 2.5 FT Depth: Depth= 12.00 IN Effective Depth to Top Layer of Steel: d= 8.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 6.00 IN Column Depth: n= 6.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1556 PSF Effective Allowable Soil Bearing Pressure: Qe= 1850 PSF Required Footing Area: Areq= 5.26 SF Area Provided: A= 6.25 SF Baseplate Bearing: Bearing Required: Bearing= 15534 LB Allowable Bearing: Bearing - Allow= 107100 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 3495 LB Allowable Beam Shear: vc1= 21038 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 57.00 IN Punching Shear: Vu2= 12029 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 119914 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 155678 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 79943 LB Controlling Allowable Punching Shear: vc2= 79943 LB Bending Calculations: Factored Moment: Mu= 58253 IN -LB Nominal Moment Strength: Mn= 226185 IN -Ls Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 IN Steel Required Based on Moment: As(1)= 0.20 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.72 IN2 Controlling Reinforcing Steel: As -reqd= 0.72 IN2 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 12.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Z 'F- W WD J 0 00 N J H CO u_ wO 9 -1 N :. ± W Z� Z� W 5 U� ON WW H u. 0 •Z W U� F- _ O Z PERMIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D05 -113 DATE: 04 -08 -05 PROJECT NAME: LU RESIDENCE SITE ADDRESS: 14114 55 AVENUE SOUTH X Original Plan Submittal _Response to Incomplete Letter # — Response to Correction Letter # Revision #_afterlbefore permit is issued UILFAK1 MM 15: AW Buildin Division 17 Fire Prevention PI Prit g & vision it Public Work 5`,o O j Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -12 -05 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS 7Structural �ITING: Please Route Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip,doc 2.28.02 DUE DATE: 05 -10 -05 Not Approved (attach comments) ❑ i z = z �w 2 D �U UO N J = F— S2 LL W O J �D � =w �o z�_ UJI U0 ON off wW F_ 111 z U= O z i I f'REGISTE 'V1 DED: BY.. �,O 4ST:..'C 7T ;,GE TERAL TRANSH*96OM3, .7 23 V 7 0 7 3 jo W P8 i T vho. 146 A N • u. T '1 Pr N is 0 X b ORA. h.; e Z 3: Z 5 0 0 N CO w LU CO U. a LL C , ) y a. F- w z O. W LLI 5, UN LL o W W' T-C.) H. LL 0 Z 0 Z V .f s i I + i i i �S - 4 r � a •- • \ \ ` , \ r 1 je 7 1, \ AP I � - `1 ') ( LF w- I - D S s� l ift r 0 ow 0 one 0 . L i 0 X RIP. lie iY 41 F-7d s 0 d u t �� , C•:! ,;,, ,, 4,' ;�� + . ,• i !+ ' 1, i 1� � � � ( 1 I M • -� � On m CZ 8 M rn T r 4 0 � 0 n� T f THE LU ADDTION INNIs 141 55T'i AVENUE S., TUK WILA WA 9 8168 G J� i rnX � rn �� 0 "3 S �g 0 ! t f � � 1 r MT 7 E R% 'k ��r I ! i � I i E k , z (It > T6 � U - f dp . V 4� ^ i� V u) 9 * Z r r .... , , , 7n c AREA HOME PLANNERS THE BUILDER /CONTRACTOR MUST 1TFRIFy DIMENSIONS, SIZES AND DETAILS PROIR TO CONSTRUCTION. THE DESIGNER'S RESPONSIBILITY RESIDENTIAL DESIGN AND DRAFTING SERVICE TERMINATES UPON THE ISSUANCE OF BUILDING PERI'viIT AND DOES NQT ASSUME LIABILITY' FOR ANY Custom Plans, Stock Plans, Remodels & Additions ERRORS OR ONIMISIONS ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESE ?S12 Colby Avenue, Everett WA 98201 Phone: (425) 258 -6400 Fax: (425) 742 -8130 DRAWING AND WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALED Z G rn gat R wV I I rw • - _ • • 4 ft • r C ] I r � Z J z C � Z X � 1 L A z m L m a m r m D O z W m M- � Eq �s r m "n 1111111mi m r M D O z 2 M r M v �•1 i , , r t ' ;• !. , � 1. � s r � # (+ 1 � � 1 { t +: j', I` I Ir, �I +�) � , � t i i I 1 � ,I t '' I r) '! •,' � l• t } ' E '�: A 1 ( I ii � ' t ' � ' , i � (• � '+ { `;'iii, (. tl! � ' ' � i , 1 t} + i !• , i � j. , '� ,�j i. '� � t , i I ; i'�.+ � } ; i, � r.�} � ! t t }' .', 1.•1 !i . i � �' I '!�' �' :t} I '�, 1 ' ( t' � ,. 1 1 1 ', .t, 'i ; <1' II ;' V � � � ' { i ' ',�!� 1 ' �f '� i �( t i�� ! � } , I ,; i 1• 1 � �j 1 �; ' J ( i ��.I � � I ( I I , •� , ; ,,. l :i 1. , ! }' ' +!1 I I, 1�+ 1 � I +'( {! {��, �i i f 1 ' I r � ' li� �''� '' i,i: ,, ,,,, }., t•li 'i: 'I 1 i S � ( ,'I I I� I # ' 1 ' ,�� ii li 1? �� II •� j { � ''.1 I # I { , Ii rig t .� +� �; � ; 1 � !r 1 ,l� 4 Ir + '} i ?I1,1 I, lr ...�_ }• r.. I — •—•—r� ! '� 1 !'', �1 1 #,� t: ,' {�+,, „ I � ' I,r �:,• 1 11 i • ! �j, ' r ; +��' f l it qp I I } a1 ; #:,�; 1'; ,I' I {ilk t,• '' , i i ; 1 s' �i'�►I�'1 + i jj !' } ' �� ! �� � f � '�' I+ �' ► I�;; t ,►,; { ,�• •,: (; �i i�j' ,i , i 1 ! l� I�II'�t i {'' , +1 I� , ~ - -• I � � 1 i + l l � .+ ,�. Ir ��11'i�t.lt.l' �II ��i i ! I { , ` 1� �tf + 11t4+1,1! �� !! S t J I• ;, ' I .t ( Il ';Ili,;i,�t,, t Ijl , ' , � I � I11�1 t �t {i =( •!i 1 1 1 � II tj i I � ,�; �, •�,} l�� ,.i1 ',Ij,.�j ��`. '� , ,� {, ` � � / II � ,{ t ttt ' �+ �( �, I I,!�, fii i T l t t +I,.��' ; • 77 ( JJ l,•� .! ,. • �r 11 I ';,rl , ,If '+ { 1. f - f'.t 1( It 1 ! 1 , ; i ,•, • ! r t ' r,.�' 1!,� I I1. #i , f ' 1 ' ' ! i ' ,li i'�( ' I• �� ,,�i ; �,# # I'1.f� •;,. 1 � rl �( �!� ,,�1 f;:i' i 1 � _ - -- .) ' }' li I l�i t 'i I t' ( ! f •i � l i''1�' ' 'i' 1 � , ,iill� ��� (11 ;�,� .,fl � �I � � � "�� � i � � ` ! 'lij��l� ?I �I ri;�l�! Ir 1 , �� r � ,� 11 11 ! I1� • 'i(� i l '� r I #' +,Ifl I ;�i�l+ }.,1;; t r' '{''il {1 �,if'I +''I;, � I , � I (• I. ,, ,;, 'I :( ! + � 1 ,� '1.,11,' � i ���' '•� ' {' •j�',l it „� 131 , ► t '1 1 + 1 � � �1 1 � .1 I I 1 ; �'rll� !�� �? ;! ij ! �. 1 ► l ,�;il�,l4 ,;I.�t,,lt�'�,t,1 , 1 I•I , i ` r t •! t (I � + r ,l ,,•ill, , ! , �� !I' , �II +{ I .i i,l �+ , r ��t i .� ' '( i 'fi1l,�(1� ;.1'•� 1 }? } ! I ( ( I,! 1 I }i i !! ,� �1'if } ; I t 1 • ,r I, +1 { {i {,(1 ( It , � � � '(• ;' �! 'I;, I E ! II �. 1, ,t •I, i�•! •, �� ICI{ • I!+ .ii' � � 1 I i I ' ! I ,,{ I: ' ' I � , {� �!I {' '�I;� I ,'I I ,1 1•;1 a —4 r , � , I � i , ,' ;,, � 1 2' , ' � I ! r •1,��'I,, ,1 r i � s ill +�,(('I'I,i( I• i;,ll( i,jlt ' _ � } t i ' i { 'i' i'Ir s�ilis,, , +' /I i � i ' } 1 ( ''il I�t II I� 1 111 {�,. ill�� I.• .I + i �''1�1 It! ., 1 V i ,I' � ,11 � I i I ;,I ►, t;l ; ,, ���, 1►�.tI � �!} � ='���sii�'i i(It'I�.� -,i _._...� t� Vo , I 4 I I f { � i I r 1 � } I 1 i j � � } ! � I I � I t � �+,� 1 I +: {II l �I +I� (i l �Il�;,i � tt } � �I I • ;t �� • � � � i .'.• —� 1 ��� (!€ �� ,'� 1 i j; ij�' 1:� 1� I� ,I;; {: 1 1� it I 1 ' � , i i i,l�,; �, ,, ,•I�((��.I ��11•I�' '1 {��, � , �1 I ,'�� i • �... � I ; � � � i � � ' � �} i, � �'�� { It i�;l� �,� ;' III;�'•�t' '. +'11 1 — • • I i ' , I ' } } }( '� + " {� I�t , }'�i1 ! 1�,1.}i! il,jl. I ;, i (l ;'� I � r 1 ' i I i r � T ; • :1 � , i 1 �`'',1 ��'ll.�l ±�lt'tl'f�'!'l± {t ',, �, �) , ' I � f . { 1 __ � ( � � � I # � I ' I ' �' � _ _ � 1 .•11 ,' ', I, t' �,� 1!i l i ' i l j ' I '�''i rl t ' ,�'� � :�' l i 1 ' IT it , 1 T ! i e 1, R 1. , t +I + }''I i!• 11, +I t{ , , i + ' i + 1 t 1 , { ' 1 ' • I i I .il. �, , I';r # '��i;� 1 + j +. 1 ; +•' ' � �' �''' l i ' t 5 � � !. �' ''11 f ; +: I.1• rr• • 1 II•ll ,Ij� ;'!, . { �� r it I ' ' + {•it ) ll� t ,t � 1 t �1 I } s� I 17 �.A I I i i i '11 0 Z rn r m D O z E f � •, I � I ! a 1 � M � I M � • 1 � I � THE LU ADD ION 14114 55TH AVENUE S., TUKWILA WA 98168 7 AREA HOME PLANNERS RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 2812 Colby Avenue, Everett WA 98201 Phones (425) 258 -6400 Fax: (425) 742 -3130 THE BUILDER/CONTRACTOR MZJST VERIFY DIMENSIONS, SIZES AND DETAILS PROM TO CONSTRUCTION. THE DESIGNER'S RFSPONSIBILTtI' TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCE IE THESE DRAWING AND DIMENSIONS HAVE PRECEDENCE OVER SCALED a - y ' — o'� ago i -o ail Z D z ( O 1` or _._.._ 060) o ve r< oN L L 0 ,ARE A SUMMARY MAI FLOOR ADDMON : 624 S.F. UPPm FLOOR A2Dffic": 54 .F. TOTAL FLOOR ADDMON : 1165 S.F. . EXMING MAIN FLOOR: 670 S.F. EXISTNG UPPER FLOOR : 617 S.F. NEW- ]D IAL VIN S p I tmiN GARAGE: 594 S.F. GLAZNG 0 I II ADDTKON : 2D7.36 S.F. = 17A % ' _+ _ ��w�;�. �V`�,' ° �f,! w��'r�s�.�w� - -�.�+ _. __ ._..r.." ���.. ���:, - - 5�•V��IMr-�1��`�'��^►�-1w..� - .+..��`'��'+��� °'�i 1�`•.'.�rgrR�R•.��wr � .. _,� �„��,_wa �. MIS &qT MR & ASSOCIATES �u►RYS�vE, #514 wk M (425) - 309 9 STRUCTURAL REVIEW NO XM 0111LY pm Tm �•l b ate. z � vm vwr WET N*06 MAIN FLOOR PLAN CrTlP tECEIMD °F T Ui*u APR o 8 2ac C� F i i a i 1 f Qm w r s C rn - n r O O r n Z r 40ft� i c> 61 m V a .-L 0 Iwo. V tea. Fig N 41h I w if Q y i , 1 Z 9 T. L� ar X Z t i r I t } 7 qw I 1 i i r , 7t-1E BUILDER/CONTRACTOR MUSE VERffY THE LU ADDTION � AREA HOME PLANNERS DIMENSIONS, SIZES AND o�� �� TO f'(1A1C7Lt tI"i7/1tJ 'iiic nrert+�frn.e n�.v�..n.sn �i . • ESI NER'S RF.SPON5iB1uTY i MmENML DESIGN AND DRAFTING SERVICE TERKNATES UPON THE ISSUANCE OF s • PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ' Custom Plans, Stock Plans, Remodels & Additions 1 ERRORS OR OMMISIONS.• ALL GOVERNINt CODES • AND REGULAnONS SHALL SUPERCEDE TjjE% 28Y2 Colby Avenue, Everett WA 98201 Phone: {425} 258 -6400 Fax: (425) 742 -8I34 DRAWING AND WRITTEN DIMENSIONS HAVE ' - PRECEDENCE OVER SCALED f 4 i Y _ .r s f l t r • 7t-1E BUILDER/CONTRACTOR MUSE VERffY THE LU ADDTION � AREA HOME PLANNERS DIMENSIONS, SIZES AND o�� �� TO f'(1A1C7Lt tI"i7/1tJ 'iiic nrert+�frn.e n�.v�..n.sn �i . • ESI NER'S RF.SPON5iB1uTY i MmENML DESIGN AND DRAFTING SERVICE TERKNATES UPON THE ISSUANCE OF s • PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY ' Custom Plans, Stock Plans, Remodels & Additions 1 ERRORS OR OMMISIONS.• ALL GOVERNINt CODES • AND REGULAnONS SHALL SUPERCEDE TjjE% 28Y2 Colby Avenue, Everett WA 98201 Phone: {425} 258 -6400 Fax: (425) 742 -8I34 DRAWING AND WRITTEN DIMENSIONS HAVE ' - PRECEDENCE OVER SCALED f 4 i Y _ .r s f .� r 3 1 ' O CwLWW °'.! q:i I Lm i 7 � m -1 v v z Z .��. 44 Y M r _1 0 I C� ko �7- D 0 r i i r• V v i s f 1 , � n c z v D O Z r a z � m y �'m N C rn X -i Z. 0) --- IN N l p y 1; t � Sol 4- ��i� r $"y j THE LU ADDTION 4 i 0 1 r\ m x z m -1 • THE AREA HOME PLANNERS I CONSI'RUC770N.�'IHE DESIGNER' N �� RESIDENTIAL DESIGN AND DRAFTING SERVICE TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY Custom Plans, Stock Plans, Remodels & Additions ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESE 1b Avenue, Everett WA 98201 Phone: {425) 258-6400 Fax: {425) ?42 -8130 DRAWING AND WRITTEN DIMENSIONS HAVE 2812 Co PRECEDENCE OVER SCALED � -o � v 0 Z m z _1 0 I C� ko �7- D 0 r i i r• V v i s f 1 , � n c z v D O Z r a z � m y �'m N C rn X -i Z. 0) --- IN N l p y 1; t � Sol 4- ��i� r $"y j THE LU ADDTION 4 i 0 1 r\ m x z m -1 • THE AREA HOME PLANNERS I CONSI'RUC770N.�'IHE DESIGNER' N �� RESIDENTIAL DESIGN AND DRAFTING SERVICE TERMINATES UPON THE ISSUANCE OF BUILDING PERMIT AND DOES NOT ASSUME LIABILITY FOR ANY Custom Plans, Stock Plans, Remodels & Additions ERRORS OR OMMISIONS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE THESE 1b Avenue, Everett WA 98201 Phone: {425) 258-6400 Fax: {425) ?42 -8130 DRAWING AND WRITTEN DIMENSIONS HAVE 2812 Co PRECEDENCE OVER SCALED � -o .a r_M f i a 1 i i s J i f t 1 j f i i 7 i 0 C �1 11 i C m gin r n 3 Z N1 f m x 1 z a i 1 1 { I t i i t 1 i t 1 _. _ t 4 f * � f i - 4 cz-) Y IN -i i - t .THE LU ADDTION HOME PLANNERS BUfLDER/COMRAC7nR MUST VERIFY. D��, � AND D�� PRCKR TO rERWNAM vroN TIM t3uwNcE OF BvnnnNc PERM['F AND DOFS NOT ASSUME LU+►BIII7Y FOR ANY MORS OR oMMSIONS. ALL GOVF.RNINC• CODES AND REGULA7ION5 SHALL SUPERCEDE 'iHFSE RESIDENTIAL DESIGN AND DRAFI'IIVG SERVICE '. Custom plans, Stock Plans, Remodels dt Additions i 2812 Colby Avenue, Everett WA 95201 Phone: (425) 258 -6400 Fax: (425) 742 -5130 _._ DRAWING AND WRI77EN DAiFIJWNS HAVE PRECEDENCE OVER SCALED -i i - t 4 r i i i. w •� .ii rM ..a . .. . • . N iw. • . . ... .. .. ..._..- ...�.. .__. _ .fir.. .._ . __... „ . - .... .. ........ .- ...... _ -. �..t..- �-. _ .. y , _ ... �. ... �..� �� . -� -•� _ ._ �-� .. -- ..... N. ._. .. _ .. ��.�..+. _. - _... ..-.• __. ...� . _ �..�.... .. �� - �. .. r i 4 1 f i s 7 1 i i c ti i 4 1 t I i 1 i i 1 i 1 - 1 1 i z irn a I • 1 I� r 0 .r C.) -� co •� 'r,. •, .. ...A� • ��� ••rim . t�f � ' t I � •, • .. • • . i t : 4 ' THE LU ADDTION AREA HOME PLANN RS -- - - - - - - RESM0gML DESIGN AND DRAMING SERVICE THE BUILDER /CONTRACTOR DIMENSIONS, S17.ES AND DEtA1LS CONSTRUCTION. THE DESIGNER'S ATES UPON THE ISSUANCE MUST V'X PROUt TO . RESFONSiB1LI'IY OF BUn.DRJ, • • • Custom Plans, Stock P lans , Remodels &Additions PERMIT AND DOES NOT ASSUME UABII.TIY ;ERRORS OR OMMISIOi�S. ALL C OCODES AND REGULATIONS SHALL SUPERCEDE FOR ANY - rH[EsE ! Phone.: 258-6400 Fax: 742•S130 DRAINING AND DLMIa-ISIONS HAVE , 2812 Colby Avenue, Everett WA 98201 (425) (425) PRECEDENCE OVER SCALED t 1 2 X 4 TRUSSER • 24" c.c. - TRL 6SES TO BE PROVIDED BY AN APPROVED MANUFACTURER REGISTERED IN THE STATE OF WASHINGTON 3 -TA5 2351 COMP ROOF OVER -- 15 FELTALTERdATE - SHAKE ROOF OVER 39" FELT (INTERWEAVE) 112" COX 1400E 6HEATHING OR EQUAL W/ 8d NAILS * b" O.C. AT ALL PANEL EDGER 4 12" O.G. AT INTERMEDIATE SUPPORTS 2 X VENT BLOCKING ----- SEE PLANS FOR VENTILATION REQUIREMENTS 26 GA. MTL. GUTTER -- 1 X 8 FACIA 0 USE ROC WOOL OR OTHER NONCOMM I TIBLE MATERIAL AS FIRESTOP (FIDERGLASS 18 UNACCEPTABLE AS FIRESTOP) PROVIDE SHEAR WALL PANELS AS NOTED ON PLANS AND SHEARWALL SCHEDULE SIDING AS PER ELEVA' RIM JOIST TOP OF BAFFLE 1/2" GYP. BD. 2 - 2 X 6 TOP PLATES - LAP SPLICES 48" RIGID INSULATION 4 X 8 HEADER (UNLESS OTHERWISE NOTED) WINDOWS AS PER UBC (CALK WINDOW FLANGE, INSULATE { SEAL AROUND WINDOWS) 2 X 6 STUDS * 16 "o.c. VAPOR RETARDER MOISTURE BARRIER R -21 INSULATION 2 X 6 SOLE PLATE CAULK UNDERSIDE TO DECKING FLOOR JOISTS PER PLANT MOISTURE 13ARRIER PROVIDE 2" X 2" Sa X 3/16" THICK ANCHOR BOLT WASHERS Dout4SF'OUT C FLEXIBLE OR RIGID PIPE ) CONNECT TO BLDG. ROOF DRAIN SLOPE FINISH GRADE AWAY FROM FOUNDATION 2% MIK W4" : 12") 4' RIGID, NOIN- PERFORATED DRAW PIPE - 00 NOT CCONNECT WITH FTC. ORA."' . LEADER SILT BARMER ( BLDG PAPER FILTER FABRIC OR ~ POL.YETHELErE FI I�OGK (141114. 3/4 W/ MIL 12' COVER 0 TOP I SIDES .4I`iD BT rt — HbL 4 POWD, I, PROVIDE BAR WALL PANELS AS NOTED ON PLANS AND SHEAR:U,ALL SC 4EPUL.E CRAWL SPACE 1 NOTE: c-CI FIRM WITH BLDra- COR40 AL ANY v' PEGIAL S FOR _ WATER IQUNIOFf AND STORM SEILE:R MOOING -W 4 ) i - -- t f DRAIN DETA I L v I� III • i •tom '� •-�=- PA rr rrP 2" ll,�l0) I/2" X 10" ANC 4OR BOLTS 48 (U,N.O. - SEE EN G VEERS SHEAR SCHEDULE) PROVIDE A.B. NOT LESS THAN I TYP• WALL DETAILS E5MT DIAMETERS t NOT PIORE THAN 12" FROM ENDS OF EA, FDN. SILL PLATE I" AIR SPACE RIM JOIST TYPICAL DEGIKINCs 2 X 6 FDN GRADE OOR SILL PLATE JOISTS F'ER PLAN( � ter' r USE ROC WOOL OR OTHER NONCOMM I TIBLE MATERIAL AS FIRESTOP (FIDERGLASS 18 UNACCEPTABLE AS FIRESTOP) PROVIDE SHEAR WALL PANELS AS NOTED ON PLANS AND SHEARWALL SCHEDULE SIDING AS PER ELEVA' RIM JOIST TOP OF BAFFLE 1/2" GYP. BD. 2 - 2 X 6 TOP PLATES - LAP SPLICES 48" RIGID INSULATION 4 X 8 HEADER (UNLESS OTHERWISE NOTED) WINDOWS AS PER UBC (CALK WINDOW FLANGE, INSULATE { SEAL AROUND WINDOWS) 2 X 6 STUDS * 16 "o.c. VAPOR RETARDER MOISTURE BARRIER R -21 INSULATION 2 X 6 SOLE PLATE CAULK UNDERSIDE TO DECKING FLOOR JOISTS PER PLANT MOISTURE 13ARRIER PROVIDE 2" X 2" Sa X 3/16" THICK ANCHOR BOLT WASHERS Dout4SF'OUT C FLEXIBLE OR RIGID PIPE ) CONNECT TO BLDG. ROOF DRAIN SLOPE FINISH GRADE AWAY FROM FOUNDATION 2% MIK W4" : 12") 4' RIGID, NOIN- PERFORATED DRAW PIPE - 00 NOT CCONNECT WITH FTC. ORA."' . LEADER SILT BARMER ( BLDG PAPER FILTER FABRIC OR ~ POL.YETHELErE FI I�OGK (141114. 3/4 W/ MIL 12' COVER 0 TOP I SIDES .4I`iD BT rt — HbL 4 POWD, I, PROVIDE BAR WALL PANELS AS NOTED ON PLANS AND SHEAR:U,ALL SC 4EPUL.E CRAWL SPACE 1 NOTE: c-CI FIRM WITH BLDra- COR40 AL ANY v' PEGIAL S FOR _ WATER IQUNIOFf AND STORM SEILE:R MOOING -W 4 ) i - -- t f DRAIN DETA I L v I� III • i •tom '� •-�=- PA rr rrP 2" ll,�l0) 3/8' WEEP WME 0 32" o�c.- 26 Cw& f TTL._ TYPICAL F[. N. IREMS-Ait AND TM VENEER DETAIL 3✓4'•1' -D' lF /IPPLICAI9LE) C40KT. Ca14G FTCZ PpXM 414 War.. WORlZ. 4 VERT. M Mft UALL 4 ( 2) %4 M F00TWx TIE r8 ". TO FTC, . As "oNN ~ L re TYPICAL WALL SECTION 'IM -- •q••. ^�. x,........14 ,.- s��.. .,.,...!',...�: - ...r..• - .� .- +.►- _ _.— .—. -1 - m.�..,. — _- -- - - ���_,,,,... `' - _! - •.i. -.r. ' `�+" ,�,- ..1.aP� -...- ="'^' �'°"/ +•r�,�,ww .,,...r......e,..._. . .�IM -... '� BRICK 1IETI W/ VAPOR BA R Ifew If 22 GA. X1/8 "X1 V. C-OfRRUGATED WALL. TIES 16" c.r. Ea WAY W/ (1) 6 N20A NA IL - WALL TI SHALL HAVE A LIP OR HOOK TI4E EXTENDED LEG THAT WI E)' Cs OR ENCLOSE A Z JOINT REFOPCEMM URE A VJ48 INCH i OR EQ AL. JOINT REP SHALL BE C4NTIlJOLJ6 W/ BUTT SPLICES BETUERN TIES f TYlP. CHMAN PIPE - bEE -- tMT. FTGS TO BE ESTABLISHD ON UNCHS SOIL -29NW P!iF rl*L SOE. C-APACJTY 3/4" COX T , C: PLWD DECKING W/ 10d NAILS 0 6" O.G. AT PANEL EDGE s 10" O.C. AT PANEL FIELD 1/2" Gyp. BD. 2 - 2 X 6 TOP PLATES - LAP SPLICES 48" RIGID INSULATION 4 X 8 HEADER (UNLESS OTHERWISE NOTED) 1/7" GYP. BD. 11.1 VAPOR RETARDER .r tu to lU 2 X 6 SOLE PLATE CAULK UNDERSIDE TO DECK G 3/4" CDX TtG PLWD DECKING W/ 10d NAILS 0 6" O.C. AT PANEL �---- 3/4" PLYWOOD DECKNG EDGE t 10" =. AT PANEL FIELD SOLID 5L1GCs. OVER Sl1PPORT BhiB 4 a PARTITIONS T7p. _I'�lii= G APR 08 � err �---- 6TRt CsER - PER PLAN POST BASE AND CAP OR ECx1AL POST PER PLAN ON CONC. FTG. PER PLAN i' i i , r i i I i t t i { s i i F a I/2" X 10" ANC 4OR BOLTS 48 (U,N.O. - SEE EN G VEERS SHEAR SCHEDULE) PROVIDE A.B. NOT LESS THAN I TYP• WALL DETAILS E5MT DIAMETERS t NOT PIORE THAN 12" FROM ENDS OF EA, FDN. SILL PLATE I" AIR SPACE RIM JOIST TYPICAL DEGIKINCs 2 X 6 FDN GRADE OOR SILL PLATE JOISTS F'ER PLAN( � 3/8' WEEP WME 0 32" o�c.- 26 Cw& f TTL._ TYPICAL F[. N. IREMS-Ait AND TM VENEER DETAIL 3✓4'•1' -D' lF /IPPLICAI9LE) C40KT. Ca14G FTCZ PpXM 414 War.. WORlZ. 4 VERT. M Mft UALL 4 ( 2) %4 M F00TWx TIE r8 ". TO FTC, . As "oNN ~ L re TYPICAL WALL SECTION 'IM -- •q••. ^�. x,........14 ,.- s��.. .,.,...!',...�: - ...r..• - .� .- +.►- _ _.— .—. -1 - m.�..,. — _- -- - - ���_,,,,... `' - _! - •.i. -.r. ' `�+" ,�,- ..1.aP� -...- ="'^' �'°"/ +•r�,�,ww .,,...r......e,..._. . .�IM -... '� BRICK 1IETI W/ VAPOR BA R Ifew If 22 GA. X1/8 "X1 V. C-OfRRUGATED WALL. TIES 16" c.r. Ea WAY W/ (1) 6 N20A NA IL - WALL TI SHALL HAVE A LIP OR HOOK TI4E EXTENDED LEG THAT WI E)' Cs OR ENCLOSE A Z JOINT REFOPCEMM URE A VJ48 INCH i OR EQ AL. JOINT REP SHALL BE C4NTIlJOLJ6 W/ BUTT SPLICES BETUERN TIES f TYlP. CHMAN PIPE - bEE -- tMT. FTGS TO BE ESTABLISHD ON UNCHS SOIL -29NW P!iF rl*L SOE. C-APACJTY 3/4" COX T , C: PLWD DECKING W/ 10d NAILS 0 6" O.G. AT PANEL EDGE s 10" O.C. AT PANEL FIELD 1/2" Gyp. BD. 2 - 2 X 6 TOP PLATES - LAP SPLICES 48" RIGID INSULATION 4 X 8 HEADER (UNLESS OTHERWISE NOTED) 1/7" GYP. BD. 11.1 VAPOR RETARDER .r tu to lU 2 X 6 SOLE PLATE CAULK UNDERSIDE TO DECK G 3/4" CDX TtG PLWD DECKING W/ 10d NAILS 0 6" O.C. AT PANEL �---- 3/4" PLYWOOD DECKNG EDGE t 10" =. AT PANEL FIELD SOLID 5L1GCs. OVER Sl1PPORT BhiB 4 a PARTITIONS T7p. _I'�lii= G APR 08 � err �---- 6TRt CsER - PER PLAN POST BASE AND CAP OR ECx1AL POST PER PLAN ON CONC. FTG. PER PLAN i' i i , r i i I i t t i { s i i F a f29NMRAL NOTES CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR TO COMMENCING THE WORK COMPLY WITH THE FOLLOWING CODES: 2003 INTERNATIONAL RESIDENTIAL CODE WASHINGTON STATE ENERGY CODE OTHER APPLICABLE CODE& BY JURISDICTION. cSENERAL STRUCTU -AL NOTES CONCRETE SHALL BE FC"2b00P61 0 26 DAYS. 5 - 1/2 SACK MIX- REINFORCING SARS SHALL BE ASTM A-6115. 'GRADE 40 04 / GRADE 60 0 5 AND LARGER FRAkIING LUMBER SHALL BE PER WWJPA STANDARDS. LIGHT FRAMING 4 STUDS HF- STANDARD STRUCTURAL JOISTS 4 PLAN" HF - OR BETTER 15EAMS 4 STRINGERS DF OR !SETTER (OR F15 "1350 MIN.) POSTS AND TIMBERS DFOI OR BETTER (OR F IB 1350 MIN.) GLU -LAM BEAMS 24F V- 4- STANDARD MICROLAMS 1,9 E PARALAMS 2.0 ROOF Tl"6ES $HALL BE DESIGNED BY LICENSED WASH. STATE ENGINEER SHEAR NAILING AND LATERAL 151RACNG SHALL 13E M ONCE WITH 1. fz. C . . INSULATION L FACED BATTS ARE LAPPORD AND FACE STAPLED AT FRAMING MEMBERS. 2. ALL EXTERIOR WALL CAVITIES ARE FILLED WITH UNCOMPRE INSULATION, INCLUDING ALL CAVITIES ISOLATED DURING FRAMING, WIRING, AND PLUMBNG. DO NOT SS INSULATION. 3. ALL RECE66ED FIXTURES N EXTERIOR WAI L6 HAVE RIGID BOARD INSULATION BEHIND THEM. 4. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE, OR OTHER NON - COMPRESSING MEANS. 5. ATTIC ACCESS 18 BAFFLED, WEATHER - STRIPPED AND INSULATED. HASHINOT - ON STATE ENERvY CODE PRESCRIPTIVE PATH. SEE SHEET ALL 120 VOLT 15 4 20 AMP RECEPTACLES INSTALLED IN IBATHROOM6, WET COUNTERTOPS, GARAGES AND OUTDOORS SHALL HAVE OR PROTECTION. TUB 4 SHOWERS TO COM WITH UBC WATER RESISTANT GUS TO 10" ABOVE DRAIN. FIRE BLOCK BETWEEN STUDS. SHOWER HEAD FLOW LIMITED TO 2S COOK ALL GLAZING 6G WITHIN 10 OF DRAIN. 15 FELT UNDER VALLEY FLASHING. PROVIDE A TOTAL OF • CO 8F NET CRAUL SPACE VENTS. PROVIDE A TOTAL OF � 6F NET ATTIC SPACE VENTILATION (in GABLE, ROOF JACKS OR RIDGE VENTS 4 1/2 151RD BLOCK OR SOFFIT VENTS). AS IN&TON STAT..0 E_ NE9 csY . G012M - COTES cSENERAL. PROVISIONS I. ALL STRlUCTURAL SOFTWOOD PLYWOOD, PARTICLEBOARD, WAFER BOARD AND 065 BOARD ARE STAMPED WITH EXPOSURE 1" OR "EXTERIOR". 2_ WATER NEATER STORAGE TANK LABELED AS MEETING 1941 NAT'L. APPLIANCE ENERSY CONSERVATION ACT. ABHRAE STANDARD WA -1980 INSULATED TO R -16. ON R -10 PAD IF LOCATED OVER UNNBULATED SLAB. 3. INSULATE NOT AND COLD WATER PIPES TO R -3 M UNHEATED AREAS. 4. SHOWER REGUL TO LIMIT HOT WATER DISCHARGE TO 25 GPI" 1. 5. WOODSTOVES AND FIREPLACES HAVE TIGHT FITING DOORS, OUTSIDE C471BUSTION AIR DUCTED TO FIREBOX WITH ACCESSIBLE DAMPER MIN. 6 SQ K FREE VENT AREA. TlGI T FITTING FLUE DAMPERS REQUIRED. b. ALL GAS AND OIL COMBUSTION APPLIANCES HAVE A DIRECT VENT OR FORCED DRAFT VENTW.& 1. RECESSED LIG14T ARE IjC. RATED, DOUBLE WALL CAN LIGHTS OR WITHIN SEALED WFCA1ft Box-K S. b MIL BLACK POLY VISQU,IEEN N CRAW. SPACE THE KASH 4 NSTON STATE ENERGY CODE PRE SCRI PT I VE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE I GLAZING GLAZING u- FACTOR ]POOR OOR VAULTED WALL WALL-NT. UAALL - EXT. SLAB X FLOOR U -VALUE CEILMKi CEILING ABOVE BELOW BELOW R- ON AREA VERTICAL OVERHEAD GRADE G RADE GRADE GRADE I. 12% 035 0.58 0.20 R -38 R -30 R -15 R -15 }? -10 R -30 R -I0 II. 15% 0.40 0.58 020 R -38 R -30 R -21 R - 21 R -10 R -30 R -I0 III. UNLIMITED 0.40 10.58 020 R -38 R -30 R -21 R -21 R=10 0t-30 'R -10 (y- W � J U 1 -1/2 - 2" CONTIMJOUS I HANDRAIL • 34 " - 38' RE nlW ENDS TO 1114LL i �1 5/8 TYPE W ClAm (3) 2 X 0 GTPtWmEM RA LW4G YORE &PACED So THAT A 4" 8P - PASS Tww 2 X 4 m4 2 TREAD , Q Tl'PIG�' � mNis4 D FLOOR r 2 X e LA 4D ING JST • 16 • o.c. (WINO) f == t 4 -- DOUBLE JCAST (LNO) =� w � r ESTOP RUN OF STFIViCiPER AND SE STtIPS KOM joaTs PLAN T „ STAIR DETAIL linuall-as t � O AIR EA INS L ALL PLU 10ING, ELECTRICAL, AND HVAC PENETRATIONS IN FLOOR, WALLS, AND CEILINGS ARE CAULMKED AND SEALED. 2. WHERE PENETRATIONS NEED A FIRESTOP, 0160 WITH BUILDING OFFICAL. S. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON EXTERIOR WALLS MAT BE SEALED AT THE BACK OF THE RECEPTACLE OR SEALED WITH FACEPLATE GASKETS. 4. SE 6 AL RIM JO 1 HEATED FLOOR OR 116E Fm DDLICT LIKE "TYVEK" ON EXTERIOR D. VAPOR BARRIER SHALL BE EITHER FACE STAPLED BATT6, 4 MIL. V16WEEN OR AN APF%oVED VAPOR BARRIER PAINT. NON HEAT REG01rERY VENTILATION L WHOLE NOUN VENTILATION FAN 18 CAPABLE OF EXHAUSTING 15 CFM FROM E ACH 5EDRpOM AND 15 a" FROM EACH COMNED LIVING AREA. (CFI RATING -Mom OF ROOMS• 2 • WHOLE HOUSE EXHAUST VENTILATION FAN HAS BOTH AUTOMATIC AND MANUAL CONTROLS. 3. THE W14OLE HOUSE FAN HAS A BONE RATING OF 815 OR IS REMOTELY LOCATED FROM CONDITIOPED SPACE. 4. ALL EXHAUAT FANS OR DUCTS HAVE TIGHTFITTING BAC XDRAFT DAMPERS. 5. EACH BEDROOM AND COMBINED LIVING AREA HAS A FRESH AIR SOURCE (PORT OR WINDOW STYLE) OR CENTRAL DUCTED VENT CAPABLE OF PROVIDING 15 CM OF OUTSIDE AIR 6. AIR INTAKE 6OUIRGE6 HAVE PROVISION FOR FLOW CONTROL TO LIMIT EXCESS AIR FLOW UNDER NORMAL Of- ORATION. TYPICAL WALL DETAILS ; SHEAR WALL SIDING AS PElk ELEVATIONS TYP. DRAIN PIPE / SLAB TYPICAL FDN.,, REBAR AND ANCHOR BOLTING GA F DN. DETAIL DECK DETAIL 3/4'•1` -0" 3/4' =1 ` -0• . - "JR'��i/w'!�► t- "'�.^M�'-. xis.--^ �* �- �. w--• �l.i'- ...7tyq�sR�q.RS...- �qq,•� .- .- r..v.�►"�w► �'!r•�'� 40Vw.:.� -- qmp► --'Aw. *►-- :...r --- _ ...- ..p...•+�a'�+� "kwA-p-w �+�•..�- 0 / GR.4WL SPACE r,orE. ca*if;am was ewe. P E C 9YED GFf-IGIAL ANY vPEGAL C1'I�� RECiJl�iT9 FOR ��VI(q T0101 afteR FIOOIG -tp � 087009 **41, PEFjA4 1 Lt'v 1ER �w -------- ... Ill 11PI 6 0 L SOURCE SPECIFIC AND WHOLE VENTILATION SYSTEMS ARE �lm REQUIRED. �. SOURCE SPECIFIC VENTILATION IS REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY FACILITY, INDOOR SWIMMING POOL., SPA, AND ROOMS WHERE z kSo tl 12 0 BATHROOMS REQUIRE MIN. bO CFM. KITCHEN REQUIRES MIN. 100 CFM. b. WHOLE HOUSE VENTILATION REQUIRES AT LEAST 35 AIR CHANCES PER HR. BUT NOT MORE THAN 5 CHANGE PER HOUR WITH A MIN. OF 15 CFM EACH BEDROOM PLUG AN ADDITIONAL 15 CFM FROM COMBINED AREAS. 2. ALL VENTILATION SYSTEMS SHALL 15E READILY ACCESSIBLE. S. SOURCE SPECIFIC VENTILATION SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHE6, DEHUMIDIFIERS, TIMERS, vp z !gU20$� 4. INTERMITTENTLY OPERATED WHOLE HOUSE VENTILATION SYSTEMS SHALL HAVE THE CAPABILITY FOR CONTINUOUS OPERATION AND SHALL HAVE A MANUAL CONTROL AND AN AUTOMATIC CONTROL SUCH Ab A CLOCK TIMER b. U40L HOUSE FANS SHALL HAVE A BONE RATNG OF 1.5 OR LE66 IF 811RFACE MOUNTED LE86 THAN 4' FROG" t CEILING. b. ALL DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DE5*WD TO z a co IBAC►CDRAFT DAMPER ALL EXHAUST ;- UNCONDITIONED SPACE SHALL BE INSULATED TO A MIN. R -4. 1. OUTDOOR AIR INLETS SHALL BE SCREENED OR OTHERWISE W � 8 � u E g NOISE POLLUTION. 1 A 6. INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL HAVE A � CONTROLLABLE AND SECURE OPENINCs AND BE CAPABLE OF z % A RADON MONITOR, INSTALLATION NSTRlJCTIONS AND 0 BUILDER AT FINAL. INSPECTION. ENO A A a w x H 11 i i t f i \ �i \ t i s E , I t f . i • f • DRAIN DETAIL 3/4" =I' -0" (IF APPLICABLE) vomp 1 * 5 VT V I LEER 'JILT 9LAR2fER ( pLp1Cs. � PAPER FILTER FAORIG OR /'OL'fETNELB F WASFED Fa7M 011l 3/4' Dw � I IW 1"W Q' CONSR TOP ,,� (� .�:• • � •� 9WOE3 AND OM 11K 4s IRWIV, m Y9NTj L SOURCE SPECIFIC AND WHOLE VENTILATION SYSTEMS ARE REQUIRED. �. SOURCE SPECIFIC VENTILATION IS REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY FACILITY, INDOOR SWIMMING POOL., SPA, AND ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. BATHROOMS REQUIRE MIN. bO CFM. KITCHEN REQUIRES MIN. 100 CFM. b. WHOLE HOUSE VENTILATION REQUIRES AT LEAST 35 AIR CHANCES PER HR. BUT NOT MORE THAN 5 CHANGE PER HOUR WITH A MIN. OF 15 CFM EACH BEDROOM PLUG AN ADDITIONAL 15 CFM FROM COMBINED AREAS. 2. ALL VENTILATION SYSTEMS SHALL 15E READILY ACCESSIBLE. S. SOURCE SPECIFIC VENTILATION SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHE6, DEHUMIDIFIERS, TIMERS, OR OTHER APPROVED DEVISE. 4. INTERMITTENTLY OPERATED WHOLE HOUSE VENTILATION SYSTEMS SHALL HAVE THE CAPABILITY FOR CONTINUOUS OPERATION AND SHALL HAVE A MANUAL CONTROL AND AN AUTOMATIC CONTROL SUCH Ab A CLOCK TIMER b. U40L HOUSE FANS SHALL HAVE A BONE RATNG OF 1.5 OR LE66 IF 811RFACE MOUNTED LE86 THAN 4' FROG" t CEILING. b. ALL DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DE5*WD TO '-------- _ - - OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH IBAC►CDRAFT DAMPER ALL EXHAUST ;- UNCONDITIONED SPACE SHALL BE INSULATED TO A MIN. R -4. 1. OUTDOOR AIR INLETS SHALL BE SCREENED OR OTHERWISE ' PROTECTED AND LOCATED AWAY FROM POTENTIAL AIR OR NOISE POLLUTION. 1 A 6. INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL HAVE A � CONTROLLABLE AND SECURE OPENINCs AND BE CAPABLE OF A TOTAL OPENING AREA OF NOT LESS THAN 4 Sa INCHES. % A RADON MONITOR, INSTALLATION NSTRlJCTIONS AND RADON INFORMATION SHEETS SHALL 15E PROVIDED BY THE BUILDER AT FINAL. INSPECTION. PROVIDE SHEAR WALL PANELS TYP. WALL DETAILS AS NOTED ON PLANS AND SHEARWALL SCHEDU ti BRICK VENEER UJ/ 1" AIR SPACE VAPOR 15ARRIER TYPICAL Dp INK= 22 GA. X 1/8 X I" GALV. C-OFOWG WALL, TIES • I6" FLOOtR JOISTS PE o.c. EA. WAY W/ (1) SIB F' N20A NAIL - WALL. TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL \ ENGAGE OR ENCLOSE A H0PJZ JOINT REIFORCEMENT WIRE I,U/ A 0.148 INCH I OR EQUAL. JOINT RE IF SHALL BE CONTINUOUS W/ BUTT SPLICES 3/8" UIJEEP HOLE BETWEEN TIES PERMITTED f • 32" oic. =1 I ICI I ICI I 26 GA MTL. -I FLAB�Ii�s G RADE I___ � -- . ,� --r- ._ T M AL FUN„ REB AND 7 . ; a ANCHOR BOLTING III . . a � II. - , TYP. DRAIN PIPE . 211 (UNO) VENEER METAIL DOtWNSP= l FLEXIBLE OR RIGID PIPE ) CONNECT TO BLDG. ROOF DRAIN SLOPE FINISH CsRAOE AUUAY FROM ATICN 21L MK (114" z 12 ") 4 ' RIGID, NON- TED _ DRAM PIPE - DO NOT C:OIJk=CT UiSTH FTC. rUDAMU I RDOf ',y�/►THIN6 PER PL/1P1� SHEARYAN.L PER PLAN ^, - TI6NT FIT SOLID BLK'6 BOUNDARY MAILS PER PLAN /_ ROOF SHEATHING 1 R PLAN MF6'D TRUSS; DIAPHRAbM NAILING THll�lfs PER 15104 SGiiED SYV SGHED — -A_ %- ---- NAILER l9pd � �V /Ibd • b' OG SGHED BAjOTH T'RU55E5 PLATE NAILING SCHEDULE L-2x I vV ty- iea EA snn 2 p TERS P�PmrvlGULAR TO WALE WALL FRAMI Nb PER PLAN FRAM11N6 PEft PLAN [(2) -2X MIN UNO] PHD HOLDDOINN VV SGREM TO FRM'6 i M.B. THRU GTR OF BEAM W/ BEARING PLATE • 5011TOM PER HOLDDOM 50HEDULE BASE PLATE PLAN FLOOR 17IAPFAQA6M PER BEAM PER PLAN-- 1 MSTG STRAP EACH END OF SHEARWALL W/EWAL NL*113ER OF NAILS TO WALL FRAMING AND JOISTPO NOT NAIL INTO END GRAIN i i JOIST P'ER PLAN KALL FRAMING PER PLAN ROOF FRAMINS PER PLAN BLK6 ASS • EA JST EARJNALL PER PLAN I6HT FIT SOLID BLK'b -BOUNDARY MAILS PER PLAN / —ROOF SHEArF+iNS Fr. Pt.,w T RUSS (MONO) PER PLAN ;2X GONTI SOLID 5LK'& W/ 16d 4 "o% 3 TRJ PERP TO WALL FRAMINS U2)-2X MIN LINO) MST STRAP HOLDDONN SGFtDULE W/ — EQUNL NJMBER OF NAILS TO SFENRWN.L FRAMING -- ,�5 TO 1iEI�DER I -- - -- FRMMIN6 PER PLI► - - - - - -� PHO HOLp170110411d SCREWS TO FRM'6 PER HOLDDOYVN SCHEDULE BASE PLATE PLA FLOOR DIAPHRAGM PER R.M[ OBLL, TOP PLATE PER i bXb DF*I POST (MI lb) ONTO` FLOOR TO FLAPACF, C,!*rk%uKTlOV PER PLAN TIGHT FIT SOLID BLK'& BOUNDARY NAILS PER PLAN �— ROOF 5HEAT HIN6 PER PLAN 1 RAM ►N6 PAR P,.AN 1 ZX LEDGER (OR ) YV/ 2)-16d EA STUD r 5 PIS HOLD 01" TO BEAM G 6 MSTO STRAP A CmnLevmRfv 5W - 7 MT STRAP TO BEAM UM Cwwr cal s I6�RAL= ALL GON5TRlJG7'ION SFINLL C.OrF'ORM TO THE INTERNATIONAL BUILDING GODS �(IBG). ZOi09 EDITION, OR OTHER GOVERNING GORE. AS RECiI11RED BY LOCAL JURISDICTION. I" LOAr5= rr.7 I C HED ULE - • . r :, _, 0 � �- ROOF 15 P5F DEAD LOAD 25 P5F LIVE LOAD I WOE GE FIELD H AKE pLA ROOF/TOP PL, SILL PLATE WQ I ra a' !r FLOOR, 10 P5F DEAD LOAM (2�) Y TO NAILI (6) NAILI GONN. (3) OP Yr/ AP Lj w 40 P5F LIVE LOAD NF S 5X OR D& 2X SnV LAM'V YV (2) 1LL Si�EA11•i!5 MAY � N5TALLED EI11�L HORIZONTA�.LY OR I ! NO 5P'EED: 65 MPH 16" oc ) � J. MIK.F�E 0M75 �151�iAL.L BE /161 1`1 C(X4 EGTION PLATE ) OR � I�.T1 IO�wC ND t'ER CALCULATION P ,9EAM I AM POSTS N)O 6�F 13V .aAME A6 SWAA HALL X11 BELOn OWfiBt 5ti0rM! /`HOVE MAY BE USED (6,1) (4.10) i l) IN EIQST!!b WNGRM EMT5 SHALL FE A Ml KIN OF T WO EI051111171i6 WNGREYE TLS: 2000 PSF D'ESI&N SR6 1/16' COX N T1 AM ROD AND C4U LL1t A f V. 16d•4" oc A55 • 24" Oc 516"dla. • 46" (6) KMS 15"ISWU7, 0"JOW, H � Q FACE bd�6•oc &01 r4/2x BTM PL rt/ 2x BTM. PLA1 42 ON NSPECTION�.r. NO SPECIAL INSPECTIONS ARE REMIRED. NOTIFY BLALOIN6 DEPARTMENT b COX GAQJ5 AND NM JMT (OR SO .D MXQ TO TOP PLATE OU PLATE 16d•6" oc A55 • 15" cc 5/6"d!10. • 58" INSPECTiOt� 11 BY LOCAL JMISOIGTiON. FACE bde4"oc Scie l2"oc w/2x BTM PL TO fW TREATED. FOUMIDATION 54LL PLATES SHALL � 22K- KNIMAM, w/ 2x BTM. PLA i 3/18/2005 FOUNDATIONS: EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 P5F BEARINS CAPACITY. 15/52* GDX Fig IOd•4"oc IOd•12'oc I6d•5" oc w/2x BTM PL A33 • 13' oc � "dla • • 16" oc r// 2x BTM. PLA 26 TJP BOTTOM OF FOOTING SHALL BE I'-b" MIN BELOW OUTSIDE FINISHED &RAI TJP P L A JOB #: KACa END OF THE P1E AF- OS -163 E SHEET N0. ' EATH+twe�, ,APPLY M111l*04UM IM* W TO ac STWIS SPACED AT 16 MAK 15/32 COX �4 FACE 3 M oc Ibd•4• oc IOd• IZ•oc w/3x STM PL A9'.5 • IO" oc 'S /8 "dIC�. • !Z' Oc w/ 2x HTM. PLA fC�NP L: Y�Ei ACTED FIL CONSIST OF (MAYFLY L SOIL, �pipF ,APPLY MIN "" WX PL (4WW24) OR V* COX ON ROOF, M ^L. if OF 0"ANIG MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAX 8" LOOSE S&* 15/32" GDX ONE FADE (19 Od•2 ac " Ibd•J" " AM 0 1" cc 5/8 "dla. • 14" 0c .716 (LIFTS AND C,O�''AGTED TO A MIN OF OF THE MAX DENSITY AT OPTIMJM 10dol2eac w/9x BTM PL T1oR 900" V15w r oKS AND comprng" AT w/3x PT PL l M OISTURE G INED BY ASTM D-15M TESTING b IW92o GDX 10do4e" 1041812 5✓8"d1301b' Aft • b• oc 5 / 8 "dla. • Ib• I lEA FACE EA FACE EA FACE M/2x BTM PL w/5x PT PL TE: r'c s 2500 P51. MIN 5-1/2 SACKS Or CZMENT PElt :MC YARN OF 111150S2 GDX I0d•30 10d•l2•aG 3/6'd A95 • 5 " Oc /Gala. • 1 04 II Ib H OLDONN SCH rr.7 I N ml- �♦ - • . r :, _, 0 � �- a r r � I 0c) 0c) �Z> if HOLDOWN N0TE5 N".) WQ I ra a' !r REIPF STEEL.. *5 BARS AND LAR.MM SHALL BE &RAM 60 BARS, AND N ALL 5AM NO B LrOGKNb SMALL L 8E H%1. ALL TW NCO (b) NALN6 OUTB" 15 S ON BG TAKE ffi AW 04 SAM 3HAL.L W. d tAL70 40, PLIt A'STM A-415. r4ELDW WIRE !wAftma SHA" 901'T0M RAMS O L W. 1441112 &L JFEA1Tf•Ib MMM %ftL 1�= 40 A."V= NV 1M FRIi~. Lj w TO AuTM A -im Aw smALL OE 6x6 - WI.4 X m-4. LAP OIe RA.L mmm AT flE SAO= FM 2X OR FWl t III t5M NO 5X OR D& 2X SnV LAM'V YV '�-� - Si�EA11•i!5 MAY � N5TALLED EI11�L HORIZONTA�.LY OR • I6 AT AaVMNS PNEL �5. ! (2) LIIE HMJ)" (5 fSM 110) AT OV OF SITAR !MALL ) � J. MIK.F�E 0M75 �151�iAL.L BE /161 1`1 HOLD DOM SC+EDULE ,TIMER FRAMING: C3,1 GR�.E I4At.L � AS 91 MiALL &V A8011E; OR � I�.T1 IO�wC H ,9EAM I AM POSTS N)O 6�F 13V .aAME A6 SWAA HALL X11 BELOn OWfiBt 5ti0rM! /`HOVE MAY BE USED 1(4x_ t 6REA►TM; DF 2 OR U". ` STUDS: t9 / STUD, U.N.D. W DEEM FOII'll"1014 AS F&W FOR H" 0" IN EIQST!!b WNGRM EMT5 SHALL FE A Ml KIN OF T WO EI051111171i6 WNGREYE OTHER LLAwlMlL HF02 OR BE I I M U". N T1 AM ROD AND C4U LL1t A f V. I (6) KMS 15"ISWU7, 0"JOW, H � Q ?ac_ TI SMALL BE KILN DRED. SHALL TO INWA 6RADINb RULES r 'FOR PE5TEM ', LATEST EDITION. ROOF SHALL 19E OESkSPNED IN Ctl WALL 145 ON ALL OR AM" AT 24' 00 ON ' ANGE WITH THE T.P AND THE IBC. ALL CONNECrOONS PER IBC TAKE 2304A-1 GAQJ5 AND NM JMT (OR SO .D MXQ TO TOP PLATE OU PLATE 13 t))W. MAILS SMALL BE Y40M NAILS, UJW. CONNECTIONS TO BE AT FPO Isla; AM" PC" AT Wff S0. RX6 /w A MAXIMUM OF 6I0 61ALLON0 OP Y%AT =R PER 44 LB SACK OF . M1AX1M1jm I 5W-1 FADE EA FACE I EA FACE r mx PT P'1. _ - SLI IS 4 ATION OF MAAl ALS TO BE PREVENTED. �iU o M Z Ql7W 0c) 0c) �Z> if HOLDOWN N0TE5 N".) WQ Q N REIPF STEEL.. *5 BARS AND LAR.MM SHALL BE &RAM 60 BARS, AND N ALL 5AM NO B LrOGKNb SMALL L 8E H%1. ALL TW NCO (b) NALN6 OUTB" 15 S ON BG TAKE ffi AW 04 SAM 3HAL.L W. d tAL70 40, PLIt A'STM A-415. r4ELDW WIRE !wAftma SHA" 901'T0M RAMS O L W. 1441112 &L JFEA1Tf•Ib MMM %ftL 1�= 40 A."V= NV 1M FRIi~. Lj w TO AuTM A -im Aw smALL OE 6x6 - WI.4 X m-4. LAP OIe RA.L mmm AT flE SAO= FM 2X OR FWl t III t5M NO 5X OR D& 2X SnV LAM'V YV '�-� - Si�EA11•i!5 MAY � N5TALLED EI11�L HORIZONTA�.LY OR • I6 AT AaVMNS PNEL �5. ! (2) LIIE HMJ)" (5 fSM 110) AT OV OF SITAR !MALL ) � J. MIK.F�E 0M75 �151�iAL.L BE /161 1`1 HOLD DOM SC+EDULE ,TIMER FRAMING: C3,1 GR�.E I4At.L � AS 91 MiALL &V A8011E; OR � I�.T1 IO�wC H ,9EAM I AM POSTS N)O 6�F 13V .aAME A6 SWAA HALL X11 BELOn OWfiBt 5ti0rM! /`HOVE MAY BE USED 1(4x_ t 6REA►TM; DF 2 OR U". ` STUDS: t9 / STUD, U.N.D. W DEEM FOII'll"1014 AS F&W FOR H" 0" IN EIQST!!b WNGRM EMT5 SHALL FE A Ml KIN OF T WO EI051111171i6 WNGREYE OTHER LLAwlMlL HF02 OR BE I I M U". N T1 AM ROD AND C4U LL1t A f V. I (6) KMS 15"ISWU7, 0"JOW, H � Q ?ac_ TI SMALL BE KILN DRED. SHALL TO INWA 6RADINb RULES i26=O.I�1a' 3aw, 'FOR PE5TEM ', LATEST EDITION. ROOF SHALL 19E OESkSPNED IN Ctl WALL 145 ON ALL OR AM" AT 24' 00 ON ' ANGE WITH THE T.P AND THE IBC. ALL CONNECrOONS PER IBC TAKE 2304A-1 GAQJ5 AND NM JMT (OR SO .D MXQ TO TOP PLATE OU PLATE 13 t))W. MAILS SMALL BE Y40M NAILS, UJW. CONNECTIONS TO BE AT FPO Isla; AM" PC" AT Wff S0. RX6 at4SON 5 TI OR ApPROVW E4LAAL. ALL MOM IN CONTACT YrTH C4X40RETE OR SPI IFL 1011111151 SMXJW S!'ACA* 5 LE'Sb Tr" 24 OG TO fW TREATED. FOUMIDATION 54LL PLATES SHALL � 22K- KNIMAM, iTO I iIATE ON TILL O P8t i 3/18/2005 IU". AW.It DOLTS SHALL 9W M11 K*4 60 AM SPACED AT 46 Y4TH - r MINIK M 5!P'SAi S�RrTE IND. EMBEVMWr INTO THEM 55HAL.L BE A "NffrlJM OF TWO DOLTS PLR P1EGE PATH DRAWN BY TJP TOPE BOLT LaOGATED NOT MORE 12' OR L.E5b THIAN SEV15N DOLT OW011ETERS FROM TJP P L A JOB #: KACa END OF THE P1E AF- OS -163 E SHEET N0. ' EATH+twe�, ,APPLY M111l*04UM IM* W TO ac STWIS SPACED AT 16 MAK OiG1C ALL PAWL IM . 6d AT boo/c, AT ALL EM-M AND 6d AT l2'0% AT IHTERWR �pipF ,APPLY MIN "" WX PL (4WW24) OR V* COX ON ROOF, M ^L. 80 AT b AT 90 E AM Bd AT Cra& AT MT13tkXt I S6 mlK6 NOT F P SLY '' Ttb () 2x MOCK NI GLIB MV 10d AT b'a& AT ALL W EG, AMP 10d AT GraliC AT IN1'Elt1pR 196 V"- T1oR 900" V15w r oKS AND comprng" AT IM � �i ALL SL AND OWALLEP POt 10 R PLA L 6" THICK 5TEIH WALL OP OF . PAR PENSI H «4 10 "O.G. ti VARIE v 4 (2)-*4 •TOP (3 M1NI11 JN W/ - ``� A5 REQ'L� STANDARD HOOK INTO FOOTING PLAN CrOWARETE FOOT( I C28 "MI Pik " GLR TYP rr L T e r - .4p r r C4 (u �WW D �iU o M Z Ql7W 0c) 0c) �Z> O Ln WQ Q N J� Q � In 3 ( u Ly I V):Do U Lj w D 0j Q rY cu fy U W LA_ r� cu c4 w o 06 F— � U W N CL f— H LL _ , i f r 2 'S�GTION W RA15M 51IN YV" r a l Mai.. �..1�R"•..:1�►'_'r�' ...�w.�a._ .A"�•'�r►- \f-sd/���' ^" -w�4 �- r +r.•..aa.- r..T ?�► --.. +�..el7.r �!!A 101!bab. -'r-I 'N 0"010mH4ws ..�.,� .,,.r ...... - 'ew^•w�- �,.'�' — ,....... __ . ..-- — L r -..ter •.+ter' �M� ��"Jr"„"�� �•��' N USE L11,10- a I L4 0.4 M t RE pTY OF ALA APR o8 m XPIRES 12 -02 -06 I o H �A :A f Q Z F— � U W p CL V J W Q H � Q J 13 A I DATE /REVISIONS i 3/18/2005 � CHKED BYE DRAWN BY TJP TJP P L A JOB #: OS -163 E SHEET N0. , i f r 2 'S�GTION W RA15M 51IN YV" r a l Mai.. �..1�R"•..:1�►'_'r�' ...�w.�a._ .A"�•'�r►- \f-sd/���' ^" -w�4 �- r +r.•..aa.- r..T ?�► --.. +�..el7.r �!!A 101!bab. -'r-I 'N 0"010mH4ws ..�.,� .,,.r ...... - 'ew^•w�- �,.'�' — ,....... __ . ..-- — L r -..ter •.+ter' �M� ��"Jr"„"�� �•��' N USE L11,10- a I L4 0.4 M t RE pTY OF ALA APR o8 m XPIRES 12 -02 -06 • 1 i 1 .j ,J 3 i i I 7 i i E 1 i T �t f T( Z 0� s r- "7 O up m D Z r m r m n n D r I Is 1 ) , 1 f I , i i 4 1 i 1 I i , t i t 1 i , , i i , 1 , I i : I i THE LU ADDTION AREA HOME PLANNERS � B�°�" °"�"`�°A '� "°�. DIMENSIONS. �S AND DETAILS MOM 7U COt+1STRUCIION. THE DESIGNER'S RFSPONABI[SIY RE DESIGN AND DRAFTING SERVICE r�nNwrFS t�oN THE ISSUANCE of svtwnaG Custom Plans, Stock Plans, Remodels &Additions PERMIT AND DOS NOT ASSI7t►¢ I1ABII]TY FOR ANY MORS OR OMMI570N5. ALL GOVERNING. CODES AND REGULATIONS SHALL SUPERCEDE THESE 2 812 Colby Avenue, Everett WA 98201 Phone: (925) 258-"W Fax: (425) 742 -5130 DRAWING AND WRTt7'EN DAiIIv'S!C)NS HAVE PRECEDENCE OVER SG1FD 1 ) , 1 f I , i i 4 1 i 1 I i , t i t 1 i , , i i , 1 , I i : I i a • 1 1 • rn x t� 4 z 1 OD �4' M m �'m R E? dd� 0-4 e rTj I 1 9 OX S; r x r n H n ✓ " .rte rl 1 ; ' l • , ter• ..�• r N THE LU ADDTION � AREA H ME PLANNERS THE BUILDER/CONTRACTOR MUST VER��( D�,�,S�o� S= AND PROIIt CON5IRUC110N. THE DESIGNER'S RESPONSIBILITY RESIDENTIAL DESIGN AND DRAFTING SERVICE At ro UPO p�T ss NOT ASSUME uABnm FOR A NY Custom Plans, Stock Plans, Remodels &Additions .. ERRORS OR OMhuSIOtaS. ALL GOVERNING CODES AND REGULATIONS SHALL SUPERCEDE 'lHESE 2612 Colby Avenue, Everett WA 98201 Phone: (425) 258.6400 Fax: (425) 742 -5130 DRAWING AND WRITTEN DIMENSIONS HAVE PRECEDENCE OVER SCALID �