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Permit D06-089 - Hakimi Residence - Addition
HAKIMI ADDITION 14251 MACADAM RD S D06.089 g City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 1523049044 Address: 14251 MACADAM RD S TUKW Suite No: Tenant: Name: HAKIMI ADDITION Address: 14251 MACADAM RD S, TUKWILA WA Owner: Permit Number: D06 -089 Issue Date: 10/04/2006 Permit Expires On: 04/02/2007 Name: HAKIMI - GILANI MOHAMMAD JAMAL Phone: Address: 14251 MACADAM RD S, TUKWILA WA, Contact Person: N Name: JAMAL HAKIMI Phone: 206 227 -1131 Address: 14251 MACADAM RD S, TUKWILA WA, Contractor: Name: OWNER AFFIDAVIT - JAMAL HAKIMI Phone: Address: , , Contractor License No: Expiration Date: DESCRIPTION OF WORK: ADD 3950 SF 2 -STORY ADDITION WITH ATTACHED GARAGE 698 SF TO EXISTING SINGLE FAMILY RESIDENCE. Value of Construction: $371,576.14 Fees Collected: $5,151.94 Type of Fire Protection: SMOKE DETECTORS Uniform Building Code Edition: Type of Construction: V -B Occupancy per UBC: 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: N Volumes: Cut 0 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 ** Continued Next Page ** doc: Devperm D06 -089 Printed: 10 -04 -2006 w 1 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: 1(7I ( I hereby certify that I have read and a in�d t is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will b , mpfie with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction erformance of work. I am authorized to sign and obtain this development permit. Signature N Print Name: (%Alf f M I Date: to — `I -- o G 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. doc: Devperm D06 -089 Printed: o/ �2 Q� i 1908~ City A Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us PERMIT CONDITIONS 0, Steven M. Mullet, Mayor Parcel No.: 1523049044 Permit Number: Address: 14251 MACADAM RD S TUKW Status: Suite No: Applied Date: Tenant: HAKIMI ADDITION Issue Date: 1: `''BUILDING DEPARTMENT CONDITIONS * "` Steve Lancaster, Director D06 -089 ISSUED 03/20/2006 10/04/2006 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: 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. 13: 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. 14: 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. 15: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE doc: Conditions D06 -089 Printed: 10 -04 -2006 City ATukwila • Steven M. Mullet, Mayor J '9 of y4Z Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 f= Tukwila, Washington 98188 J Phone: 206-431-3670 1908 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 16: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 17: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 18: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 19: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 20: ***FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: Adequate ground ladder access to rescue windows shall be provided. 23: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 24: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** Conditions D06 -089 Printed: 10 -04 -2006 r City dO Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us • Steven M. Mullet, Mayor Steve Lancaster, Director 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. ft Signature: I ^ , Print Name: HA k t Ol 1 Date: cD — y —06 doc: Conditions D06 -089 Printed: 10 -04 -2006 rILA w CITY OF TUKWILA opw Community Development" - partment Public Works Department A ,_ � Permit Center 1905 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 SITE LOCATION. 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 ** 't King Co Assessor's Tax No.: rJZ�4� b Site Address: \ AZ-5l V- ^ 1, e- AICA0 ZQ S7 Suite Number: Floor: Tenant Name: JAM I;F- New Tenant: ❑ .... Yes �No h Property Owners Name: Z44A1 -- \ -441-1 M Mailing Address: ir City State Zip CONTACT ;PERSON Name: —� 2/) t� W lTt'I GSS Day Telephone:L�.8� tct °21 1 V Mailing Address: 1 `� 4Z 2ZZ Q A X51= (C)9__V J G-i X3.4 19--seL.v City State Zip E -Mail Address: 1 6 1-L 16 N P-T Fax Number: C_ GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: n I—)F'c._> 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 ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: 1 Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD — All plans must be wet stamped by Engineer of Record Company N Mailing Ad( Contact Person: �Ji= l_"5 •Q t�1i A E -Mail Address: gllpermits plusVcc changes\pennit application (7 -2004) Revised: 6-1.05 Page ) bh City State - Zip Day Telephone"V�5 -Z� Fax Number: BUILDING I ERMIT.MOi 206=431 -3670 Valuation of Project (contractor's bid price): $\ � COD Existing Building Valuation: $ (—Q ©+ Scope of Work (please provide detailed information): t"Q`o "Z �� ,� OD t -7"lU� G Q—rrt Will there be new rack storage? ❑ ..Yes .21\.No 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) *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 B,.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None [,-Other (specify) s ^0k4'-- Will there be storage or use of flammable, combustible or hazardous materials in the building? El.. Yes 0�-. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. q1 \permits plus\icc changes \permit application (7 -2004) Revised: 6-"5. Page 2 bh Existing ' Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC V Floor `1 \ a 2" Floor -c} ©- 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) *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 B,.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None [,-Other (specify) s ^0k4'-- Will there be storage or use of flammable, combustible or hazardous materials in the building? El.. Yes 0�-. No If "yes ", attach list of materials and storage locations on a separate 8 -112 x 11 paper indicating quantities and Material Safety Data Sheets. q1 \permits plus\icc changes \permit application (7 -2004) Revised: 6-"5. Page 2 bh PUBLIC WORKS PERMIT INF90MATION - 206- 433 =0179 Scope of Work (please provide detailed information): Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District Fv�L.Tukwila ❑... Water District # 125 [1.. Highline ❑ ...Renton ❑ ... Water Availability Provided Sewer District ..Tukwila E] ... VaIVue ❑ .. Renton ❑ ...Seattle .Sewer Use Certificate ❑ ... 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): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ... Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) El... Hold Harmless Proposed Activities (mark boxes that a ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way _ ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ ...Total Cut cubic yards El.. Work in Flood Zone ❑ ...Total Fill cubic yards ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channelization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ .. Trench Excavation ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water " []...Permanent Water Meter Size... WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ... Water Only Meter Size............ WO# ❑ ...Deduct Water Meter Size ........ " ❑ ... Sewer Main Extension ............ Public _ Private ❑ ... Water Main Extension ............. Public Private FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water ❑ ... Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: Mailing Address: City State - Zip q:\ \permits phis\icc changes\permit application (7 -2004) Revised: 6.8 -05 Page 3 bh 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 ** i Valuation of Project (contractor's bid price): $ i 0-1 C7 � Scope of Work (please provide detailed information): UA AK.1 i CA•c Fart_ tJVZy,-J Use: Residential: New .... ❑ Replacement..... ❑ Commercial: New .... ❑ Replacement..... ❑ Fuel Type: Electric .....❑ Gas .. eg Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty -, Unit Type: Qty Unit Type: Qty Boiler/Compressor: Furnace <100K BTU Air Handling Unit >10,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>IOOK 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/Wal[ /Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater L 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 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 grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). 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 Sienature: 5111 -1 .Date: 'tea -z " (,:;, Print Name: 1A 2K (71-11 Day Telephone: '�-k2 1 " 20 ICs Mailing Address: City State Zip Date Application Accepted: ' n Date Application Expires: Staff Initials. �j.�' Ol.l' � `�• gA\permits plus\icc cMnpApermit application (7-2004) U Revised 6 -9-05 Page 4 bh SET RECEIPT RECEIPT NO: R06 -00363 Initials: JEM User ID: 1165 Payee: MOHAMMAD JAMALHAKIMI- GILANI SET ID: 5000000456 SET TRANSACTIONS: set Member Amount ---- - - - - -- ------ - - - - -- D06 -089 2,027.78 M06 -052 47.92 TOTAL: 2,075.70 TRANSACTION LIST: Payment Date: 03/20/2006 Total Payment: 2,075.70 SET NAME: Tmp set/Initialized Activities Type Method Description ---- - - - - -- -- - - - - -- --------------------------- Payment check 4030 TOTAL: ACCOUNT ITEM LIST: Description Account Code ------------------------ - - - - -- --------------- - PLAN CHECK - RES 000/345.830 TOTAL: Amount 2,075.70 2,075.70 Current Pmts 2,075.70 2,075.70 3723 03/20 9716 TOTAL 2075°70 • 0 �„�. � J ° " "' '" Sy C its f lij kwi l a Steven M Mullet, Mayor °1 10 Department of Community Development Steve Lancaster, Director 'O 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 rsoa Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 SET RECEIPT RECEIPT NO: R06 -00363 Initials: JEM User ID: 1165 Payee: MOHAMMAD JAMALHAKIMI- GILANI SET ID: 5000000456 SET TRANSACTIONS: set Member Amount ---- - - - - -- ------ - - - - -- D06 -089 2,027.78 M06 -052 47.92 TOTAL: 2,075.70 TRANSACTION LIST: Payment Date: 03/20/2006 Total Payment: 2,075.70 SET NAME: Tmp set/Initialized Activities Type Method Description ---- - - - - -- -- - - - - -- --------------------------- Payment check 4030 TOTAL: ACCOUNT ITEM LIST: Description Account Code ------------------------ - - - - -- --------------- - PLAN CHECK - RES 000/345.830 TOTAL: Amount 2,075.70 2,075.70 Current Pmts 2,075.70 2,075.70 3723 03/20 9716 TOTAL 2075°70 SET RECEIPT Copy Reprinted on 10 -04 -2006 at 09:58:51 RECEIPT NO: R06 -01561 Initials: JEM User ID: 1165 Payee: JAMAL HAKIMI SET ID: 1004 SET TRANSACTIONS: Set Member Amount D06 -089 3,124.16 M06 -052 221.66 PG06 -172 256.00 TOTAL: 3,601.82 10/04/2006 Payment Date: 10/04/2006 Total Payment: 3,601.82 SET NAME: HAKIMI RESIDENCE TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 4191 3,601.82 TOTAL: 3,601.82 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - BUILDING - RES - -- ---------- - - - - 000/322.100 -- ------ - - - - -- 3,119.66 GAS - RES 000/322.100 88.00 MECHANICAL - RES 000/322.100 221.66 PLUMBING - RES 000/322.100 168.00 STATE BUILDING SURCHARGE 000/386.904 4.50 TOTAL: 3,601.82 0406 10/05 9710 TOTAL 3601.82 1 —7 INSPECTION RECORD Retain a copy with permit 1,0, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ?- 6300 Southcentejr Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: Type of Inspection: A7dd���/ Date Called'.- Special Instructions: Date Wanted, ZY1— / ;' Requester: Phone No: cP,66-02,7-1131) VfApproved per applicable codes. Corrections required prior to approval. COMMENTS: f) .0 Inspector: jDate: 0 F-1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: I Date: `INSPECTION RECORD Retain a copy with permit I b IN PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION BIZ. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: M4 ,� Type Inspection*' 40 OD/"` .o Address: Date Called: Special Instructions: Date Wanted: Requester: Phone o: l -- 22-7- CoApproved per applicable codes. Corrections required prior to approval. PCIV O% VJVV JVV111{.GIIIGI Ii\11V., JVIIG I VV. VOtt UIC J1IIVUUM I W1 IJFUG UVI I. aipt No.: Date: INSPECTION RECORD c Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P74Z11;'r-1 ct: '441 iii 1iJq) Type of Ins a tion: / ?DG�(�c®'/-rte, Address: Date Called: �{ '/Z s/ 11-71�1 Wnr IEW � Special Instructions: Date Wanted: 7 :err' // / �v -7 p.m. Requester: Phone No: �/ 2, 06—ZZ7— - ❑ Approved per applicable codes. Corrections required prior to approval. e Ilnspectoi,���C //J luate: U $58.00 REIN, PrCTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: 7 INSPECTION RECORD /l ' Retain a copy with permit l) / �' a INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: 7� /i DZ) i 77prV Type o Inspection: , W tc%9� /�D� /' Address: / `/Z S/ /7- 7,1l4/I Din R/ Date Called: Special Instructions: Date Want yd: _ p.m. Requester: Phone No: -`- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ins 5840 REINSPECTION FEE R�QUIREDI. aid at 6300 Southcenter Blvd., Suite 1t pt No.: r to inspection, fee must be fll the schedule reinspection. I -- �- ��v�o-- P.,;_.:•.n„y, .;.,... �3; �_...._. �r.-•-^ �,-.,.. R,.., k., 2�. c—^'`, e_ ri- r ,- �!s..- h- �.c ^- n..;:- _:� ='^- -. '--- "' °'�.� s YEIINSPECTION RECORD Retain a copy wi[h,permit 1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:; #100, Tukwila, WA 98188 : (206)431 -3670 Project: W fJ�' /�I� �i /,�iv2 Type of Inspection: (�/9 / /Sw�� /.v 6 Address: Z S / Date Called: Special Instructions: Date Wan led- a.m . p.m. Requester: Phone No: roved per applicable codes $58.00 REINSPECTION FEE REI paid at 6300 Southcenter Blvd., Receipt No.: Corrections required prior to approval. PriorJ6 inspection, fee must be 0. Call the schedule reinspection. Date: r�. V \ INSPECTION RECORD Retain a copy with permit INSPECTIOWNO. PERMIT NO. / CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188: (206)431 -�67 Project: Type of Inspection: Address: ,/(�/� ® 1� S'l / �� !i l/� v� Date Called: Special Instructions: Date Wanted: � /6)—�% 77 p.m. Requester: PhVz:- P -n-%^ 1 r? ! WApproved per applicable codes. ® Corrections required prior to approval. Date: $58.00 REINSPECTION FEE REQUIRED. 'Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. .wY�� .-a � ^r*.'?'.+ ;� .. Z.qi -�p� -•..�` _': ,- V�- ,.J�l"L:��wWr""��' 4 ,...s.,,. _...�... -.✓ INSPECTION RECORD Retain a copy, with permit INSPECTIOP NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.',,-#I 00, Tukwila, WA 98188 (206)431 -3670 Project: !4L1//✓4 / Type 92T on :- A/ Address: Date Called: Special Instructions: Date Want a. 16912- 6IJ") p.m Requester: Phone No: UApproved per applicable codes. El Corrections required prior to approval. Inspector y / _7 (Date / D /' /T I ❑ O .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be pad at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: ,qfi::..s- .tx .L,a,,,F _t*e:�,, .. . ;...,- ,+.,.y,re-b-�.ti.,.AY lrr� �� . INSPECTION RECORD. Retain a copy with. permit 11-D(, INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., *100, Tukwila, WA 98188 (206)431 -3670 Project: Gt x Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: �pg -Z2 7- QQproved per.applicable codes. ❑ Corrections required prior to,approval. M ENTS: Inspector: I IUaA $5860 EINSPECTION FEE REQU)(RED. Prior to inspection, fee must be pa' t 6300 Southcenter Blvd., Suite 1 OOY&I the schedule reinspection. Receipt No.: I Date:. V4 INSPECTION RECORD f Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd;, #100, Tukwila, WA 98188 - (206)431 -3670 Proje t: / /Gl�� /i21 r Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. Requester: Phone No: t&Approved.per applicable codes. Corrections required prior to approval. Inspector: late: t ❑ $58.0 EINSPECTION FEE REQUIRED. Prio to inspection, fee must be paid 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. pt No.. vL d INSPECTION RECORD Retain a copy with permit PER �-C INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ' (206)431 -3670 ProjecLLt: // Ty e o Inspection Addess: / �.2rl 6<a�ti a� Date Called: ";��1 xv 6 T Special Instructions: Date Wanted: a.m. p.m. Requester: P,ye N 0- 22. ?-/!3/ Ins Approved per applicable codes. Corrections required prior to approval. =�Aw� 00 REINSPECTION FEE REQUIR�D. Prio�o inspection, fee must be ald at 6300 Southcenter Blvd., Suit 100. all the schedule reinspection. i INSPECTION RECORD Retain a copy, with permit INSPECTION NO. -D� PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:,: 4100, Tukwila, WA 98188 - (206)431 -3 �7� Projec : fI /e /. ,�irCli����v Type of Inspection: f-A/ "ih/G Address:_ Date Called: Special Instructions: Date Wante : / 01Z31j? Requester: Ph jne N/o -: 7 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: r � y _ emu /� / v•�t� / ; _ i z. / for to inspection, fee must be Call the schedule reinspection. INSPECTION RECORD ` ! Retain a copy, with permit o INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of Inspection: /-/241441n/4e� Address: Date Called: Special Instructions: Date Wanted: �a n l0 f '6)D % p.m. Requester: Phone No: 266-2< 113 I 11 Approved per applicable codes. COMMENTS: le ons required prior to approval. 'o5;r Z�z T/ Pv-1 H 9 ❑ $58.00 REMPECTION FEE REQUIRED.'Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. INSPECTION RECORD Retain a copy with permit 1�� 10A INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BU* ILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: . /�T Type of Inspe tion: Address: Date Called: Special Instructions: Date Wanted: p.m. Requester: Phone No: FlApproved per applicable codes. O Corrections required prior to approval. Ilns Date: $58.00 REINSPECTI FEE REQUIRED.' Prior to inspection, fee must be paid at 6300 Southc ter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION A 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 {36 0 Project* 7/! Type of Inspection: s%y'.iI /Co A) //AN Address: / S� �� �%�'r?vi� 2 Date Called: 0 S 1 Special Instructions: Date Wanted:-0 Car . p• Req er: o, Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: �a,�- w o, ®rr «�70�r. cz ✓ors -� P/1 i7v ®r v (/� / ` � r •� /I i " o117 o� /� S'W Inspector D r ❑ $58.00 REINSPE-RrION FEE REQUIRED. ,Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100: Call the schedule reinspection. Receipt No.: Date: 9 INSPECTION RECORD Retain a copy, with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION V- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -367 Project: - Type of Inspgction: Address: l �2J / /-%��/%i�t7n'I iZ D Date Called: Special Instructions: Date Wanted: a.m. �' -z 3 O? p.m. Requester: Pho a N o: 1 2 06 -22-7-11S / Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 k Date:, z3 ❑ W$5� 0 R EINSPECTION FI?E REQUIRED,�rior to inspection, fee must be t 6300 Southcenter Otvd.. Suite 1'00. Call the schedule reinspection. ZI S INSPECTION RECORD �.� Retain a copy, with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI O 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ' PERMIT N0. �'V N %Q (206)431 -3670 Project: Type of Inspection: Address: i Date Calle Special Instructi ons: M. Date Wanted: .. . p.m. Requester: Phone N:?� r �/ F-1$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: . —:� 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI 6300 Southcenter Blvd" #100, Tukwila, WA 98188 xw -owi O �NO. (206)431 -3 0 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a. Z-- _ a p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. nspector:I/ I / // Date: $58.00 REINSPECTION I# REQUIRED.,Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. /Z _ g. _.�•.n ��haa: is��a ...eibt..'y�"- L±.— "yih�M'§�: se!ey _. ii�l 7_ �� INSPECTION RIE66RID' I Retain a copy with permitFix 6-06 9 INSPECTION NO. i CITY OF TUKWILA BUILDING DIVISION MO Project: I ' ' 19 fu Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: Phone No: J��Ap/ �rappJ�ab�cnde'. ���[ormcdonsequiedpr�rmapproval. ` ~^ l / / Inspector [ //Y, ,( &ai -' I Date&.- || ' �—�-----—_._'. _ _'—,----.----_'-- paid at630OSputhcen�rBlvd,Suit§lOO. Call. the schedule neinopection. . / INSPECTION RECORD ` y� Retain a copy with permit INSPECTION NO. I PERMIT No., CITY OF TUKWILA BUILDING DIVISIOW�'tP206)431-3 6300 Southcenter Blvd., #100, Tukwila, WA 98188 7 Project: Type o Inspectiorr 1( Address: H25( pn l Am te Called: -r .--, Special Instructions: Date Wa ted: a: Requester: scup .r v Phone No: -7 -i 17, 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7c3 dCole scup .r v Q I'r / . Q " paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. pt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION N0. PUE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188. 266)431 -3 7 Project: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. 7 Requester: Phone No: X06 IX I Approved per applicable codes. Corrections required prior to approval. 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI( 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 -3670 PrV': Type of Inspection:_ �% /�Ji�'/ / )D/7 / d OT /�1/ Address- / yz S/ 1)7,464J ,qv-n A) Date Called: 5 Special Instructions: Date Wanted: Qa .m. p.m. Requester: Phone No: E;FfApproved per applicable codes. Corrections required prior to approval. Inspector: Dater ❑ 58.00 REINSF CTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: INSPECTION RECORD / Retain a copy with, permit INSPECTION NO. PER 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 (206)431 -36 0 Project: Type o Inspection: FlApproved per applicable codes. oCorrections required prior to approval. Inspector Date: 17r� / 58.00 REINS$ECTION FEE REQUIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: r•..(°.,irp � ,,..�,,,f -.,.,� —✓ter- .n.... _: �T�_�• -•�, .,.,.s^�- t-- s- fti,,.p:t.�+.,a. Address: D Date Called: lZ/Z qM0 4111 / ?i Special Instructions: D Date Wanted: a. �— / % —o.7 Requester: Phone No: aG� -ZZ -7 FlApproved per applicable codes. oCorrections required prior to approval. Inspector Date: 17r� / 58.00 REINS$ECTION FEE REQUIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: r•..(°.,irp � ,,..�,,,f -.,.,� —✓ter- .n.... _: �T�_�• -•�, .,.,.s^�- t-- s- fti,,.p:t.�+.,a. t INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park Fast. Tukwila. Wa. 98188 206 - 575 -4407 Project: Type of Inspection: 0 C -W r7 t,�L— Address: IVIA e q ,� yv� i �j� Contact Person: Suite #: q.,rC "« (- Special Instructions: Phone No.: 4v6 -z Z �pproved per applicable codes. FI Corrections required prior to approval. COMMENTS: i2- Needs Shift Inspection: 4 Sprinklers: f•/ ,� Fire Alarm: Hood & Duct: Monitor: A %/ Pre -Fire: Permits: Occu anc T e: _ Inspector:C� ��lZ Date: 11g) log I Hrs.: �~ � $80.00 REINSPECTION FEE REQUIRED. You will receive an i nvoice from the City of Tukwila Fin ance Department. Call to schedule a reinspection. � Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 J C4 fn WE U N 0 N � j� Mir =�M a m , MIP IL NE 15123104 Im - cOR 4 El" l I Rik. � r�XY7,,,Afl I ILI S 140 St ' L rol M 4 C Ir CZ] 00 0 0 Q -2 , Ar - ` 0 f ~� c�iFS72C 0 D ?E3 - D PF LAVend NE 15/23/04 SE Quarter I I I I I I I Tukwila City Limits Type I Wetland 15-23-04 0 0 0 Type 2 Verified Salmonid Use Type I Wetland Buffer 100 Feet City of Tukwila Type 2 (Salmon1d) Watercourse Buffer 100 Feet I r� = Type 2 Wetland se"kive Type 3 Perennial Watercourse Type 2 Wetland Buffer 80 Feet Areas Map Type 3 (Perennial) Watercourse Buffer 80 Feet Type 3 Wetland Type 4 Seasonal Watercourse Type 4 (Seasonal) Watercourse Buffer 50 Feet Type 3 Wetland Buffer 50 Feet Potential Wetlands The location of areas of potential geologic instability, wetlands wetland sizes and watercourses has, not been surveyed and is approximate only On-site verification of these and will occur through review of indWusl development proposals. December 13, 2004 4 C Ir July 26, 2006 Jama Hakimi 14251 Macadam oad = r ,�� Tukwila, WA 9 168 SUBJECT: Wetland Reconnaissance Evaluation A: PARCEL: 1523049044 Dear Mr. Hakimi, At your request, Agua Tierra Land & Water Services, Inc. (Agua Tierra) prepared this Wetland Reconnaissance Evaluation (WRj for the above noted project site / parcel. Our findings are presented in the following sections of this letter / report. 1.0 INTRODUCTION 1.1 PROJECT SITE LOCATION Project location maps and supporting figures are provided in the Attachments. • Address: 14251 Macadam Road, Tukwila, Washington • Parcel: 1523049044 • Public Land Survey: Section 015, Township 23N, Range 4E (W.M.) 1.2 PROJECT DESCRIPTION Proposed project is a 40' by 60' addition to an existing house. The purpose of our work was to provide an estimate of the closest location of wetland and buffer to the proposed impact area, and identify any other critical areas encumbrance. 2.0 WETLAND RECONNAISSANCE EVALUATION (WR) FeceIVED The WR is designed to answer the following questions: CITY or. TUK� (1) Determine if wetlands are present/absent within the study area; AU 0 2 2006 (2) If present, provide a rough sketch of estimated wetland area; and pEpMVT CENTER (3) Provide a rough estimate of the wetland category and its buffer width. The WR is intended as a relatively inexpensive means of determining the relative scale of wetland encumbrance on the subject property before pursuing a more extensive delineation, or land management activity. The size and location of any wetlands identified in a WR report must be treated as a rough estimate used for initial planning purposes only. Greater detail and assurance of size and location requires delineation. CORRECTION LTR # -- Cos at 3.0 WETLAND RECONNAISSANCE METHODS Wetlands receive regulatory protection when three minimum requirements are met (per 1987 Army Corps of Engineers (ACOE) Delineation Manual). These parameters are: (1) Hydrophytic vegetation; (2) Hydric soils; and (3) Indicators of wetland hydrology. Fieldwork included several hand dug test pits to check for these parameters. In addition, individual local government ordinances often specify that wetlands must be of a minimum size to be regulated. The City of Tukwila does not regulate wetlands of less than 1,000 square feet. 4.0 RESULTS No regulated wetlands were found within 150' of the proposed project site. CITY OF TUKWILA WETLAND 24 According to The City of Tukwila Sensitive Areas Map, Wetland 24 is partially located on the western portion of the subject property. On -site observations did not agree with wetland location shown on the Sensitive Areas Map. The entire central and western portion of the subject property is dominated by a monoculture of Himalayan blackberry (Rubus discolor), a Facultative Upland (FACU) species. This area therefore fails to meet the Hydrophytic Vegetation parameter required for wetland status. 4.1 VEGETATION The table below lists dominant vegetation observed. DOMINANT VEGETATION Wetland ID Plant Species Plant Wetland (A,B,..) Community Indicator Status Himalayan blackberry Shrub /scrub Facultative N/A (Rubus discolor) Upland AC reed canary grass Herbaceous Facultative N/A (Phalaris arundinacea) Wetland (FAC N/A field horse tail ( Equi.setum arvense) Herbaceous Facultative (FAC) N/A morning glory (Convolvulus arvensis) Herbaceous Upland (UPL) common dandelion (Taraxacum Herbaceous Facultative N/A officinale) Upland (FACU) N/A colonial bentgrass (Agrostis capillaris) Herbaceous Upland (UPL) The presence and distribution of these species does not satisfy the vegetation criteria for wetland status. 4.2 SOILS The site was investigated for the presence of hydric soils. Several soil pits were hand dug with a shovel to depths of 12 to 16 inches at selected candidate hydric soil locations within the study area. According to the United States Department of Agriculture Natural Resources Conservation Service WebSoilSurvey Internet Site, soils in the study area have not been mapped. SOIL CONDITIONS Wetland ID Mapped Soil Test Soil Type Hydric Results of field (A,B,..) Soil Type Pits Listed as Characteristics check for hydric N Water Stained Leaves ( #) Hydric* Observed condition Local Soil Survey Data N N/A (Y/N) (if any) (Y/N) N/A N/A All N/A Low - chroma colors N *Local government and /or U.S. Department of Agriculture (MRCS), Site soil conditions satisfy the soil criteria for wetland status. 4.3 HYDROLOGY Observed hydrology indicators included the following: INDICATORS OF WETLAND HYDROLOGY Wetland ID (A,B,..) Prey Observed (Y/N) Secondary Observed Inundated N Oxidized Root Channels in Upper 12" N Saturated Upper 12" N Water Stained Leaves N Water Marks N Local Soil Survey Data N N/A Drift Lines N FAC- Neutral Test N Sediment Deposits N Drainage Patterns in Wetlands N No primary or secondary wetland hydrology indicators were observed. Site hydrology indicators do not satisfy the criteria for wetland status. 4.4 APPLICABLE REGULATIONS AND WETLAND BUFFERS Wetland buffer requirements for City of Tukwila are as follows: CITY OF TUKWILA WETLAND BUFFER WIDTHS Wetland Type Buffer Width (ft) Building Setback (Commercial/Industrial) Building Setback (All Other Develo ment) Tye 1 100 feet 15 10 Type 2 80 feet 15 10 Type 3 50 feet 15 10 5.0 CONCLUSION Field investigation for the presence of the three required wetland parameters, (1) vegetation, (2) soils and (3) hydrology revealed no regulated wetlands within the study area. 6.0 AGUA TIERRA QUALIFICATIONS In addition to accredited academic training in related natural resource management topics, Restoration and Construction Specialists have the following minimum training: • Wetlands Training Institute - Basic Wetland Delineation; and • Coastal Training Program - Using the Revised Wetland Rating System in Western WA. • Coastal Training Program - Protecting and Managing Wetlands Using the Best Available Science. In summary, Agua Tierra staff meet or exceed training and experience requirements for performing this scope of work. Submitted By c Michael J. Layes Restoration and Construction Specialist 4 Eev Fed tian Fromuth, M.Sc., C.E. Project Manager ATTACHMENTS AGU TIER RA LAND AND wA SERVICES, INC . . . . mew eo STREET, SE, SUITE,m < OLYMPIA, WA 98501 < \ TEL. < \ Bm � %p+ 3 FAX (360) 754-3431 . §� «f■uE�T 2 ?; 7 \_ S! !■§% o� / ■otl� S 139 St S!4!■ti » ƒ\ / S¥ 2 oo oll Q ® ° S :41st St ? s9»d± ® ~ ^ Z f . 4 \ e 2 © \ _ T . = # � )S7 cq th S! ? . » . £ 7 ƒ . m . s,46e St ® � \ / s,b± � ■ /mafli#@, 0006 N%VTEQ PROJECT AREA = 0 FIGURE: Street Ma SOURCE: www.mapquest.com AGUA TIERRA LAND AND WATER SERVICES, INC. 506 EDISON STREET, SE, SUITE 100 OLYMPIA, WA 98501 �* TEL. (360) 754 -3755 jr FAX (360) 754 -3431 PROJECT AREA = 0 FIGURE: Topographic Map SOURCE: w'w.topozone.com i • �L ��1. 77, 7,� t t AGUA TIERRA LAND AND WATER SERVICES, INC. 506 EDISON STREET, SE, SUITE 100 OLYMPIA, WA 98501 TEL. (360) 754 -3755 ,N FAX (360) 754 -3431 PROJECT AREA = 0 FIGURE: Wetlands Map 6 T � SOURCE: http: / /nmviewoge.cr.usgs.gov /viewer.htm if P': UF 3 t i• PROJECT AREA = 0 FIGURE: Wetlands Map 6 T � SOURCE: http: / /nmviewoge.cr.usgs.gov /viewer.htm if P': AGUA TIERRA LAND AND WATER SERVICES, INC. 506 EDISON STREET, SE, SUITE 100 '93 m" m OLYMPIA, WA 98501 TEL. (360) 754-3755 N FAX (360) 754-3431 PROJECT AREA = 0 FIGURE: Aerial Photo SOURCE: www.metrokc.gov :4 y. !T r, AGUA TIERRA LAND AND WATER SERVICES, INC. 506 EDISON STREET, SE, SUITE 100 I `` r OLYMPIA, WA 98501 i SERVICES, TEL. (360) 7543755 FAX (360) 7543431 112 ME ls/23/cm L � �,•s� 2 r GA ci I ! 4 4, ll�-' i o2 Q 4 '[a _ 1 S 139 S1 r �I/'1 }.'mil j _ 1 • ii:'. . � i:.: S 140 SI a Q i -1 I '° Lj Lzu - ��u 91111611 Tukwila city LIM11A NE 5 S133/06 SE Quar$e& �t 0 0 o Ty;* r %Wtbnd 15.23.04 Type 2 verified Balmdnkl U" City �'1i'ukwfie T Type r VUnitrand Buffer too Fear . M 2 Para ion l V tepmour� Buffer 700 feat Type 2 Milo no sR11'"AtIve p — Typa 3 Porannlul WaMrmursc � Typo 3 (Poronnlal) Watmeouran Buffer 80 Fain Typ2 2 Vvatlend Buffer 80 Foot Am= Map - Type S SaasOnal %"torcourae Type 3 VVamme Type 4 (Seoeon90 Watomouns Buffer 50 Feat Tym 3 WhIl1nd BUrral 50 Feet -: ! Potantlal Watlands The locElion d tr483 d PO4MIJAl keologic inelebBAy, oetlands jWftnd sZm and vmb rcourtm has nrs beer, rur,.�yad rmd t opprmdmoto Q* Gn -site vwr=titton of U1ase aersb. nraaa is nay and will 4"nba0 occur hmu8h review of inecidtml dLwck —r' Prconaate. == DOCambeo 13, 2904 PROJECT AREA = 0 FIGURE: Sensitive Areas Map SOURCE: City of Tukwila E n. c� i N Code Ref: ACI 318.02.1997 USG. 2003180, 2003 NFPA 5000 Cantilevered Retaining Wall Design Description 1T Permit No. t:) C. nJ OMNGk ► 6Y r RECEIVED CITY OF TUKWILA MAR 2 0 2006 PERMIT CENTEM F E0fmo ovERTuRMNG. »_ Force 01stanoe Moment awn Ids ft ft� AgM plerArp a 1,314.4 2.89 3,707,3 Tae AdAe Pressure a _175 1.06 4862 surdtarge Ow TOO ft Footing Laed Sao Over Heel = Added LaWal Load = 383 Load ®81arr Above Sod Sloped Sal aver Heel - Too a 1. 39.0 O.T.M. = 3,6120 ROOMMOMMUM" 4.97 Vertical Loads used for Soil Pressure = 6.013.8 lbs Vertical omVorot of ec6+,e pressure used tarsod pressure Permit No. t:) C. nJ OMNGk ► 6Y r RECEIVED CITY OF TUKWILA MAR 2 0 2006 PERMIT CENTEM F E0fmo — .ftES1ST1NG -._ Faroe tllatanoe Moment ttrs ft ft.* Sao Over Heel = 2.750.0 383 10,541.7 Sloped Sal aver Heel - Surcharge Over Heat = Ad$oerd Fcdieg Load a Mat Dead !.road an Stem = 200.0 1.88 386.7 Soo Over Tae = 330.0 0.75 247.6 Surdrerge Ova Tae = S1vM wd9ld{s) 1.180.0 1.83 2126.7 Earth 0 Stun Trarnitiorrs = Footing vife m = 862 S 2.75 2.046.9 Key vidgm Vert Co nponerd = 368.3 5.50 2,014.9 Totat = 5,76118 ft R.M.= 17.8442 Permit No. t:) C. nJ OMNGk ► 6Y r RECEIVED CITY OF TUKWILA MAR 2 0 2006 PERMIT CENTEM F E0fmo F ROM FAX NO. : 2533833560 Mar. 09 2005 01:23AM P2 Coda Ref: ACI 31842 1997 UBC. 2W3 18C. 2003 NFPA 5000 Cantilevered Retaining Wall Design Pw Description 12' 1Criteria -I Retained H*M 7Mft Wag height above scil m 4.50 ft Slope Behird Wall = 0.00:1 HoW of SW over Toe 24.00 In SON Derofty = 110 00pd Wind an Stan 12 OLD Psi wl Data Design summary Allow Soil =:7, - 1.553.0 Pd EqwWwd Fluid P(MM WJW FW ACHM PMWJM = 35.0 pd fl Toe AC6* PMOM M 35.0 Wfit Pawivapesuve 250.0 p8fM Wafer he** over had 0.0 R FM"ISW ftft = 0,300 W height 140 Wors for passive pream = OAX in Axial Load -Anofled to Stern Design summary MOOD Psi Total Bearing goad = 8,044 1135 ...Msww I= = 3.54 in Soft Pnwwe di Too = 1,463 PSI OK Soil Passwe Q Heel = 745 psi OK Allowable I•5W Pd Soil Prenura Less Than Allowable ACI Faawred Q Toe = 1,930 psi ACI Factored @ Heel = 990 w Footing Show a Too = 6-6 psi OK Foo" Shear Q Heel 420 psi OK Alkwabb = S&O Psi wall stabmw Ratios 12.00 ow"Aft = 497 OK S" 227 OK 8111111ft Cake (vardw Carvorwo Used) L-Awal ft" Form = 1,139.0 be less IW% Passive FWw- - 11=513s Im 100% Fikfiolt Face 1,730-76s Added Faw Reqd = Mo ms OK ....for 1.5: 1 Stability 0.0 Un OK rFoodng Design Rew=..j - 4,104.3 Toe Hod Factavd Pressure = 1.930 9wr md: Upward a 2,076 0 4 MU: Downward = 92 090 Mu Design = 1,453 41,104114 Adisal I-Way Show = 8.57 41.98 psi Allow I-Way Show z SSW 85.00 PSI ToeRel.ftch - 9 4@18.00 in Hest RddwciV = #4@16.75 in Key Reinilordrg - None Wd Footing Strengths & Dimensions ft - ZSW psi Fy = MOOD Psi fArL As % M 0.0014 Toe Wdh r. 1.50R Heal Width = 4.00 Tdd Fooft Width = Ew Fooft Thidras = 14.00 In Key Vfth 0.00 in Key Depth = 0.00 in Key Distance from Too a = It COW Q Top = 3.00 In C Btn:l 3.00 in AiW Dead Lad = 200L0 lbs Axial Load Scicaai* 0.0 In Axial Lft Load = 276.0 bs Stein Construction TOP Stm Sh► ov D@Wgn Might ft= 0,00 Wd MateAal Abow 1W Concrete Thicknew = 8.00 Reber Size # 4 RdxrSpWM = 12.00 Reber Placed at Edge Design Oft fbfFB + fa/Fa = C-ris Tdd Face Q Section lbs= I.984.4 Mature l-A&W ft-6= 4,104.3 Alva l ... Aflow" = 5.412.6 Show ... AAbM psi= 201 Shear ... Almable psi= 85.0 Bar Develop ABOVE HL in - 18.72 Bar La~ BELOW it in = 8.31 Wall Weight = 26.7 Rebw Dq*h 'er in= ez fm psi= Fs psi= Sold GroLftV irapection --I Short Term Factor Equiv. Solid Thick as" = cmm,qlryy" ,eft TC psi 2,500.0 Fy psi= 60.000L0 Oftr Accaptabb Ows & 9"clngg Too; NotWd.1014c S Fr Hoe &@ 1&75 in. W@ 2126 irt. 48@ 30.00 h. •7C 41.00 h N@ 4825 in, NQ 4 ft NokeyddbW FROM . FAX NO. : 2533833560 Mar. 09 2005 01:23RM P1 8.00005in Cone v/ #4 A 1^ `- I- 2'_0" #4E18.in Me Designer select 148jk;7,'vAiz. seinf. 0 Heel 4' -6" 7' -6" __ V-2" Al f• STRUCTURAL CALCULATIONS AND LATERAL DESIGN Jamil Hakimi COPY 14251 Macadam Rd. S. Tukwilla, WA 98168 Perrn!•t No. PI2^. r- Site: 14251 Macadam Rd. S. Tukwilla, WA 98168 Prepared Under Supervision of: CIVIL ENGINEER Bruce S. Mac Veigh, P.E. c/o ALLAN DESIGN 306 South 7`h Street. Suite # 210 B Tacoma, WA 98402 (253) 383 -3560 j - Li�t�� RECEIVED CITY OF TUKWILA MAR 2 0 ?DOG PERMIT CENTEH DWOMMOS I# 0 All information for construction is detailed to the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are list below. If these conditions are not present at the site these calculations are void and Bruce S. Mac Veigh and Allan Design must be contacted immediately. Introduction: This engineering report summarized the results of the lateral and gravity load engineering services for the proposed structure. Lateral load modeling was completed with Wood Works Design Offices (WWW. Wood Works — software .com 800 - 844 - 1275). Wood works was developed with technical guidance from the America Wood Council. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2003 IBC. Our services extend form the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 2000 psf soil bearing. Special foundation for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required change to the architectural plan prior to start of work Change may include additional foundation of footing beam size changes siding changes etc. 11 CODE CRITERIA MATERIAL Building Codes 2003IBC Seismic Zone # 3 Period T (Sec) 0.109645 Response Mod Factor 6.0 Soil Profile D Seismic Source Type A Distance to Source 0 Reliability Factor Rho 1 Wined Zone 85mph Exposure B SOIL CRTERIA Soil Consultant None Soil report # None Bearing Pressure Req'd 1500 PSFuno Bering Depth 18" MATERAIL CRITERIA Concrete (28 days Strength) Foundation and Slab Fc= 2500 psi Structural Slab Fc= 2500 psi Walls Fc= 2500 psi -• Reinforcing Steel ASTM A -615 Grade 60 PLAYWOOD CRITERIA Roof. 15/32 cdx or osb PI =24/0 Floor: 3/4 T& G cdx or osb -PI =28/24 LOADING CRITERIA FOR ROOF AND/ OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt shingles 3.0 Sheathing or Decking 15 /32CDX 1.5 Insulation R38 3.0 Ceiling 5 /8GWB 2.8 Fixtures - Mech. 2.6 Electrical Point Loads Framing Truss 2.1 0 2 0 TOTAL DEAD LOAD = 15 PSF comp 20 PSF tile LIVE LOAD Snow- 25 PSF( Non reducible) Ceiling Only -10 PSF Increase in Fb and Fv of 15% allowed for Duration of load when noted. LOADING CRITERIA FOR FLOOR ITEM MATERIAL LOAD PSF Floor Sheathing 3/4" T &G CDX 2.3 Ceiling ' /z "GWB 2.2 Fixtures - Mech. Electrical Point Loads 1.02 Framing, Joists TJI or BCI 2.48 Beams 1.0 TOTAL DEAD LOAD FLOOR = 10 PSF Floor live loads Residential - 40 psf (reducible) • Office - 50 psf (reducible) Assembly -100 psf (non - reducible) private Garage Corridors and Exits - 100psf (reducible) 0 3 Oamil.wsr WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Project Information Mar. 5, 2006 18:44:08 COMPANY ANU YKUJC%. 1 imrvranr� Company Project Brce S. Mac Veigh 306 South 7th St. suite 210 B Jamil Hakimi 14251 Macadam RD.S Tacoma, WA 98402 Tukwila , WA 98168 253 383 -3560 Shear DESIGN SETTINGS Wind Standard Seismic Standard Design Code IBC 2003 ASCE -7 98 ASCE -7 98 Wind Capacity Increase Load Combinations Seismic Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic lateral force procedure Wind Seismic 1.00 1.40 1.60 1.00 Wind Design Category D 1..00 Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature . Moisture Content Service S1: 0.400g Plan Elevation (within story) (between stories) Factor Range Fabrication E -W 0.42 1.60 T < =100F Dry Dry 0.160s 0.50 0.160s Maximum Height -to -width Ratio Maximum T 0.192s Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Shearwall Relative Rigidity: Designed capacity using flexible distribution Hold -down Forces: Based on applied shearline force Seismic Materials: Include gypsum on exterior walls 511 t INI-UKMA 1 RUN IBC Occupancy Category .II - All others Wind ASCE -7 98 general analytic method for all bldgs Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Topographic Information [ft] Shape Height Length Site Location: - • ASCE -7 Equivalent Category II - All others Seismic ASCE -7 98 equivalent lateral force procedure Use Group I Design Category D Site Profile Class D Spectral Response Acceleration S1: 0.400g Ss: 0.750g Fundamental Period E -W NS T Used 0.160s 0.160s Approximate Ta 0.160s 0.160s Maximum T 0.192s 0.192s Response Factor 6.00 6.00 1 r— WoodWorks® Shearwans Jamii.wsr Mar. 5, 200618:44:08 Structural Data OTORY INFORMATION ULVliR ana Kvvr mrvnivim i wrs Block Dimensions ft Story Floor /Ceiling Wall Type Elev ft depth in Height Ift] Ceiling 19.67 0.0 Leve12 11.67 10.0 8.00 Levell 2.83 10.0 8.00 Foundation 2.00 40.00 60.00 ULVliR ana Kvvr mrvnivim i wrs Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 2 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 40.00 60.00 South Gable 90.0 1.00 Ridge X Location, Offset 20.00 0.00 East Side 23.0 2.00 Ridge Elevation, Height 28.16 8.49 1 West Side 23.0 2.00 • rte, �J WoodWorks® Shearwalls Jamil.wsr Mar. 5, 2006 18:44:08 1 CRI/iLJ Ur Wall Gr Surf •�MLL vr�vvr Sheathing [in] Material Thick Orient Fasteners Size Type Spcg [in] Edg Fld l3lkg Framing Members [in] Species G S c Apply Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 3 12 yes Hem -Fir 0.43 16 1,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 2 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 3 Both Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 4 1 Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 2 Gyp WB 1 -ply 5/8 Horz 6d Nail 7 7 yes Hem -Fir 0.43 16 5 Both Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes D.Fir -L 0.50 16 Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15132" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. 0 • WoodWorks® Shearwalls dMUEARLINE, WALL and OPENING DIMENSIONS VIF North -South Type Wall Lm Shearlines 0.00 Grou s 60.00 Line 1 60.00 8.00 0.00 Level 2 60.00 60.00 60.00 Line 1, Level 2 Seg 2 60.00 Wall 1 -1 Seg 2 0.00 Level 1 60.00 60.00 54.00 Line 1, Level 1 Seg 2 38.50 Wall 1 -1 Seg 2 4.00 Opening 1 60.00 60.00 13.00 Line 2 4.00 47.00 60.00 Level 2 13.00 4.00 Line 2, Level 2 Seg 4 17.00 Wall 2 -1 Seg 4 27.50 Level 1 17.00 8.50 Line 2, Level 1 Seg 3 20.00 Wall 2 -1 Seg 3 20.00 Line 3 20.00 8.50 Level 2 60.00 60.00 20.00 Line 3, Level 2 Seg 5 23.00 Wall 3 -1 Seg 5 Level 1 14.50 3.00 Line 3, Level 1 Seg 3 60.00 Wall 3 -1 Seg 3 14.00 Opening 1 60.00 13.00 13.00 Line 4 23.50 0.00 60.00 Level 2 15.50 8.00 23.50 Line 4, Level 2 Seg 4 15.50 Wall 4 -1 Seg 4 60.00 Line 5 10.50 8.00 24.00 Level 2 60.00 10.50 10.50 Line 5, Level 2 Seg 3 60.00 Wall 5 -1 Seg 3 Line 6 20.00 47.00 Level 1 18.50 Line 6, Level 1 Seg 3 Wall 6 -1 Seg 3 28.50 Line 7 6.67 28.50 Level 2 60.00 60.00 10.50 Line 7, Level 2 Seg 3 60.00 Wall 7 -1 Seg 3 Opening 1 56.00 2.50 Opening 2 32.00 0.00 60.00 Line 8 10.50 8.00 32.00 Level 2 60.00 10.50 10.50 Line 8, Level 2 Seg 3 60.00 Wall 8 -1 Seg 3 33.00 Opening 1 41.50 2.50 0.00 Line 9 40.00 0.00 60.00 Level l 46.00 8.00 40.00 Line 9, Level 1 Seg 3 46.00 Wall 9 -1 Seg 3 6.00 Line 10 5.00 Level 2 16.00 2.00 Line 10, Level 2 Seg 29.50 34.50 Wall 10 -1 Seg 4.00 Line 11 59.00 4.00 Level 2 40.00 0.00 60.00 Line 11, Level 2 Seg 2 40.00 Wall 11 -1 Seg 2 45.00 Opening 1 9.00 14.00 Opening 2 2.00 Opening 3 32.50 5.00 Opening 4 40.50 45.50 Level 1 2.00 Location Line 11, Level 1 Seg 2 Height Wall 11 -1 Seg 2 ft Opening 1 ft Opening 2 Opening 3 East -West Type Wi Shearlines Grou Jamil.wsr Mar. 5, 200618:44:08 X ft Start End Ift] Lm Lill 0.00 0.00 60.00 60.00 60.00 8.00 0.00 0.00 60.00 60.00 60.00 0.00 0.00 60.00 60.00 54.00 8.00 0.00 0.00 60.00 60.00 54.00 32.50 38.50 6.00 6.67 4.00 0.00 60.00 60.00 13.00 8.00 4.00 47.00 60.00 13.00 13.00 4.00 0.00 60.00 60.00 17.00 8.00 4.00 10.50 27.50 17.00 17.00 8.50 0.00 60.00 60.00 20.00 8.00 8.50 0.00 20.00 20.00 20.00 8.50 0.00 60.00 60.00 20.00 8.00 8.50 0.00 23.00 23.00 20.00 11.50 14.50 3.00 6.67 14.00 0.00 60.00 60.00 13.00 8.00 14.00 47.00 60.00 13.00 13.00 23.50 0.00 60.00 60.00 15.50 8.00 23.50 20.00 35.50 15.50 15.50 24.00 0.00 60.00 60.00 10.50 8.00 24.00 49.50 60.00 10.50 10.50 27.00 0.00 60.00 60.00 18.50 8.00 27.00 20.00 47.00 27.00 18.50 22.50 25.00 2.50 6.67 26.00 28.50 2.50 6.67 28.50 0.00 60.00 60.00 10.50 8.00 28.50 47.00 60.00 13.00 10.50 53.50 56.00 2.50 6.67 32.00 0.00 60.00 60.00 10.50 8.00 32.00 49.50 60.00 10.50 10.50 33.00 0.00 60.00 60.00 0.00 8.00 33.00 39.00 41.50 2.50 0.00 40.00 0.00 60.00 60.00 46.00 8.00 40.00 0.00 60.00 60.00 46.00 4.00 6.00 2.00 5.00 14.00 16.00 2.00 5.00 29.50 34.50 5.00 4.00 55.00 59.00 4.00 4.00 40.00 0.00 60.00 60.00 45.00 8.00 40.00 0.00 60.00 60.00 45.00 9.00 14.00 5.00 2.00 27.50 32.50 5.00 2.00 40.50 45.50 5.00 2.00 Location Extent [ft] Length FHS Height Y ft Start End ft ft ft 4 WoodWorks® Shearwalls Jamii.wsr Mar. 5, 2006 18:44:08 1 SHEARLINE, WALL and OPENING DIMENSIONS ( continued) Line A Level 2 Line A, Level 2 Seg 2 0.00 0.00 40.00 40.00 11.50 8.00 Wall A -1 Seg 2 0.00 0.00 40.00 40.00 11.50 Opening 1 2.50 6.50 4.00 4.00 Opening 2 14.00 20.00 6.00 5.00 Opening 3 21.00 29.00 8.00 5.00 Opening 4 30.00 36.00 6.00 5.00 Levell Line A, Level 1. Seg 1 0.00 0.00 40.00 40.00 4.50 8.00 Wall A -1 Seg 1 0.00 0.00 40.00 40.00 4.50 Opening 1 2.00 6.00 4.00 6.67 Opening 2 10.50 18.50 8.00 6.67 Opening 3 21.00 29.00 8.00 6.67 Opening 4 29.50 37.50 8.00 6.67 Line B Level 2 Line B, Level 2 Seg 3 20.00 0.00 40.00 40.00 24.50 8.00 Wall B -1 Seg 3 20.00 8.50 23.50 15.00 11.00 Opening 1 9.50 12.50 3.00 6.67 Wall B -2 Seg 3 20.00 26.50 40.00 13.50 13.50 Line C Level 1 Line C, Level 1 Seg 3 23.00 0.00 40.00 40.00 28.50 8.00 Wall C -1 Seg 3 23.00 8.50 40.00 31.50 28.50 Opening 1 28.00 31.00 3.00 6.67 Line D Level 2 Line D, Level 2 Seg 4 25.00 0.00 40.00 40.00 13.00 8.00 Wall D -1 Seg 4 25.00 27.00 40.00 13.00 13.00 Line E Level 1 Line E, Level 1 Seg 27.50 0.00 40.00 40.00 0.00 8.00 Wall E -1 Seg 27.50 0.00 4.00 4.00 0.00 Opening 1 0.50 3.00 2.50 6.67 Line F Level 2 Line F, Level 2 Seg 3 39.00 0.00 40.00 40.00 7.00 8.00 Wall F -1 Seg 3 39.00 33.00 40.00 7.00 7.00 Line G Leve12 Line G, Level 2 Seg 4 41.50 0.00 40.00 40.00 6.00 8.00 Wall G -1 Seg 4 41.50 27.00 33.00 6.00 6.00 Line H Level 2 Line H, Level 2 Seg 3 47.00 0.00 40.00 40.00 24.50 8.00 Wall H -1 Seg 3 47.00 3.50 40.00 36.50 24.50 Opening 1 11.00 13.50 2.50 6.67 Opening 2 14.50 17.00 2.50 6.67 Opening 3 34.00 36.50 2.50 6.67 Line I Level 2 Line I, Level 2 Seg 2 60.00 0.00 40.00 40.00 14.00 8.00 Wall I -1 Seg 2 60.00 0.00 40.00 40.00 14.00 Opening 1 1.00 4.00 3.00 4.00 Opening 2 6.50 11.50 5.00 4.00 Opening 3 18.50 24.50 6.00 4.00 Opening 4 31.50 33.50 2.00 4.00 Opening 5 35.00 39.00 4.00 4.00 Level 1 Line I, Level 1 Seg 2 60.00 0.00 40.00 40.00 40.00 8.00 Wall I -1 Seg 2 60.00 0.00 40.00 40.00 40.00 • 5 i WoodWorks® Shearwalls Jamil.wsr Mar. 5, 2006 18:44:08 4 Loads INU ancrUM ■. ua Magnitude Trib Level Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End ft Block 1 W W - >E Wind Line -1.00 0.00 7.9 Block 1 W W - >E Wind Line 0.00 60.00 33.8 Block 1 W W ->E Wind Line 60.00 61.00 7.9 Block 1 E W - >E Lee Line -1.00 0.00 49.2 Block 1 E W ->E Lee Line 0.00 60.00 66.7 Block 1 E W ->E Lee Line 60.00 61.00 49.2 Block 1 W E ->W Lee Line -1.00 0.00 49.2 Block 1 W E - >W Lee Line 0.00 60.00 66.7 Block 1 W E - >W Lee Line 60.00 61.00 49.2 Block 1 E E ->W Wind Line -1.00 0.00 7.9 Block 1 E E - >W Wind Line 0.00 60.00 33.8 Block 1 E E - >W Wind Line 60.00 61.00 7.9 Block 1 S S - >N Wind Line 0.00 20.00 25.9 84.4 Block 1 S S ->N Wind Line 20.00 40.00 84.4 25.9 Block 1 N S - >N Lee Line 0.00 20.00 14.0 43.8 Block 1 N S - >N Lee Line 20.00 40.00 43.8 14.0 Block 1 S N - >S Lee Line 0.00 20.00 14.0 43.8 Block 1 S N ->S Lee Line 20.00 40.00 43.8 14.0 Block 1 N N ->S Wind Line 0.00 20.00 25.9 84.4 Block 1 N N - >S Wind Line 20.00 40.00 84.4 25.9 Magnitude Trib Level1 Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End Ift] Block 1 W W ->E Wind Line 0.00 60.00 54.3 Block 1 W W - >E Wind Point 20.00 20.00 1257 Block 1 W W ->E Wind Point 25.00 25.00 955 Block 1 W W - >E Wind Point 39.00 39.00 829 Block 1 W W ->E Wind Point 41.50 41.50 402 Block 1 W W - >E Wind Point 47.00 47.00 930 Block 1 E W - >E Lee Line 0.00 60.00 38.8 Block 1 W E ->W Lee Line 0.00 60.00 38.8 Block 1 E E - >W Wind Line 0.00 60.00 54.3 Block 1 E E - >W Wind Point 20.00 20.00 1257 Block 1 E E - >W Wind Point 25.00 25.00 955 Block 1 E E - >W Wind Point 39.00 39.00 829 Block 1 E E - >W Wind Point 41.50 41.50 402 Block 1 E E - >W Wind Point 47.00 47.00 930 Block 1 S S - >N Wind Line 0.00 40.00 54.3 Block 1 S S - >N Wind Point 14.00 14.00 801 Block 1 S S ->N Wind Point. 23.50 23.50 757 Block 1 S S - >N Wind Point 27.00 27.00 251 Block 1 S S - >N Wind Point 28.50 28.50 494 Block 1 N S - >N Lee Line 0.00 40.00 31.0 Block 1 S N - >S Lee Line 0.00 40.00 31.0 Block 1 N N - >S Wind Line 0.00 40.00 54.3 Block 1 N N - >S Wind Point 14.00 14.00 801 Block 1 N N ->S Wind Point 23.50 23.50 757 Block 1 N N - >S Wind Point 27.00 27.00 251 Block 1 N N - >S Wind Point 28.50 28.50 494 • Woodworks® Shearwans Jamil.wsr Mar. 5, 2006 18:44:08 WIND C &C LOADS Block Building Face Level Magnitude [psf] Interior End Zone Block 1 West 2 14.1 17.4 Block 1 East 2 14.1 17.4 Block 1 South 2 14.1 17.4 Block 1 North 2 14.1 17.4 Block 1 West 1 14.1 17.4 Block l East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 Ol • WoodWorksO Shearwans Jamil.wsr Mar. 5, 2006 18:":08 UILDING MASSES Is Level2 Magnitude Trib Force Building Block Shear Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End Ift] E - >W Roof Block 1 1 Line -1.00 61.00 220.0 220.0 E - >W Roof Block 1 11 Line -1.00 61.00 220.0 220.0 N ->S Roof Block 1 A Line -2.00 42.00 310.0 310.0 N ->S Roof Block 1 I Line -2.00 42.00 310.0 310.0 N ->S L Gable Block 1 A Line 0.00 20.00 84.9 0.0 N - >S R Gable Block 1 A Line 20.00 40.00 0.0 84.9 N ->S R Gable Block 1 I Line 0.00 20.00 84.9 0.0 N - >S L Gable Block 1 I Line 20.00 40.00 0.0 84.9 All Wall 1 -1 n/a 1 Line 0.00 60.00 40.0 40.0 All Wall 11 -1 n/a 11 Line 0.00 60.00 40.0 40.0 All Wall A -1 n/a A Line 0.00 40.00 40.0 40.0 All Wall I -1 n/a I Line 0.00 40.00 40.0 40.0 Levell Magnitude Trib Force Building Block Shear Profile Location [ft] [ibs,plf,psf] Width Dir Element Line Start End Start End Ift] E ->W Floor D1 n/a 1 Line 0.00 60.00 200.0 200.0 All Wall 1 -1 n/a 1 Line 0.00 60.00 40.0 40.0 E - >W Floor D1 n/a 11 Line 0.00 60.00 200.0 200.0 All Wall 11 -1 n/a 11 Line 0.00 60.00 40.0 40.0 N ->S Floor D1 n/a A Line 0.00 40.00 300.0 300.0 All Wall A -1 n/a A Line 0.00 40.00 40.0 40.0 All Wall I -1 n/a I Line 0.00 40.00 40.0 40.0 N - >S Floor D1 n/a I Line 0.00 40.00 300.0 300.0 All Wall 1 -1 n/a 1 Line 0.00 60.00 40.0 40.0 All Wall 11 -1 n/a 11 Line 0.00 60.00 40.0 40.0 All Wall A -1 n/a A Line 0.00 40.00 40.0 40.0 All Wall I -1 n/a I Line 0.00 40.00 40.0 40.0 • f WoodWorks® Shearwalls Jamil.wsr Mar. 5, 2006 18:44:08 I EISMIC LOADS IL evel 2 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E - >W Line -1.00 0.00 57.0 57.0 E - >W Point 0.00 0.00 427 427 E ->W Line 0.00 60.00 67.3 67.3 E - >W Point 60.00 60.00 427 427 E - >W Line 60.00 61.00 57.0 57.0 N ->S Line -2.00 0.00 80.3 80.3 N ->S Point 0.00 0.00 311 311 N - >S Line 0.00 20.00 90.6 112.6 N ->S Line 20.00 40.00 112.6 90.6 N ->S Point 40.00 40.00 311 311 N - >S Line 40.00 42.00 80.3 80.3 Level 1 Force Profile Location [ft] Mag [lbs,plf,psf] Dir Start End Start End E ->W Point 0.00 0.00 229 229 E ->W Line 0.00 60.00 40.0 40.0 E ->W Point 20.00 20.00 1061 1061 E ->W Point 25.00 25.00 807 807 E ->W Point 39.00 39.00 701 701 E - >W Point 41.50 41.50 340 340 E - >W Point 47.00 47.00 786 786 E ->W Point 60.00 60.00 229 229 N ->S Point 0.00 0.00 343 343 N ->S Line 0.00 40.00 54.3 54.3 N ->S Point 14.00 14.00 638 638 N ->S Point 23.50 23.50 565 565 N ->S Point 27.00 27.00 209 209 N ->S Point 28.50 28.50 513 513 N ->S Point 40.00 40.00 343 343 All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. • WoodWorks® Shearwalls Jamilmsr Mar. 5, 2006 18:44:08 *HEAR RESULTS 4 4 Flexible Diaphragm Wind Design North -South W For Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line 1 Level 2 Lnl, Lev2 2 Both 92 1.5 1.5 125 339 1.00 A 464 27811 0.00 Level 1 Lnl, Levl 2 Both 262 4.4 4.9 125 339 1.00 A 464 25030 0.01 Line 2 Level 2 Ln2, Lev2 4 Both 248 4.1 19.1 145 125 1.00 X 250 3250 0.08 Level 1 Ln2, Levl 3 Both 611 10.2 35.9 125 125 1.00 X 250 4250 0.14 Line 3 Level 2 Ln3, Lev2 5 Both 395 6.6 19.7 125 125 1.00 X 250 5000 0.08 Level 1 Ln3, Levl 3 Both 1789 29.8 89.5 125 125 1.00 X 250 5000 0.36 Line 4 Level 2 Ln4, Lev2 4 Both 801 13.3 61.6 145 125 1.00 X 256 3250 0.25 Line 5 Ln5, Lev2 3 Both 757 12.6 48.9 125 125 1.00 X 250 3875 0.20 Line 6 Level 1 Ln6, Levl 3 Both 2393 39.9 227.9 125 125 1.00 X 250 2625 0.91 Line 7 Level 2 Ln7, Lev2 3 Both 251 4.2 13.6 125 125 1.00 X 250 4625 0.05 Line 8 Ln8, Lev2 3 Both 494 8.2 47.1 125 125 1.00 X 250 2625 0.19 Line 9 Level 1 Ln9, Levl 3 Both 1055 17.6 100.4 125 125 1.00 X 250 2625 0.40 Line 11 Level 2 Lnll, Lev2 2 Both 327 5.5 7.1 125 339 1.00 A 464 21322 0.02 Level 1 Lnll, Levl 2 Both 668 11.1 14.9 125 339 1.00 A 464 20858 0.03 East -West W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V Ibs _Res p. Line A Level 2 LnA, Lev2 2 Both 1062 26.6 92.4 125 339 1.00 A 464 5330 0.20 Level 1 LnA, Levl 1 Both 2297 57.4 510.4 125 638 1.00 A 763 3433 0.67 Line B Level 2 LnB, Lev2 3 Both 1257 31.4 51.3 125 125 1.00 X 250 6125 0.21 Wall B -1 3 Both 564 31.4 51.3 125 125 1.00 250 2750 0.21 Wall B -2 3 Both 692 31.4 51.3 125 125 1.00 250 3375 0.21 Line C Level 1 LnC, Levl 3 Both 5788 144.7 203.1 125 125 1.00 X 250 7125 0.81 Line D Level 2 LnD, Lev2 4 Both 955 23.9 73.5 145 125 1.00 X 250 3250 0.29 Line F LnF, Lev2 3 Both 829 20.7 118.5 125 125 1.00 X 250 1750 0.47 Line G LnG, Lev2 4 Both 402 10.1 67.0 145 125 1.00 X 250 1500 0.27 Line H LnH, Lev2 3 Both 930 23.2 38.0 125 125 1.00 X 250 6125 0.15 Line I LnI, Lev2 2 Both 711 17.8 50.8 125 339 1.00 A 464 6489 0.11 Level 1 LnI, Levl 2 Both 3647 91.2 91.2 125 339 1.00 A 464 18541 0.20 C- Sheathing Combination: A- Add capacities; S- Strongest only X- Strongest or twice weakest. 10 WoodWorks® Shearwalls Jami[.wsr Mar. 5, 200618:44:08 1 !RAGSTRUT AND HOLDDOWN FORCES Level 1 Line- Wall Position on Wall Or Opening Location [ft] X Y Ld. Case Holddown Force [lbs] Shear Dead Uplift Cmb'd Dragstrut Force bs Line 1 1 -1 Left Wall End 0.00 0.00 51 51 1 -1 Left Opening 1 0.00 32.50 39 39 16 1 -1 Right Opening 1 0.00 38.50 39 39 10 1 -1 Right Wall End 0.00 60.00 51 51 Line 2 2 -1 Left Wall End 4.00 10.50 287 287 107 2 -1 Right Wall End 4.00 27.50 287 287 331 Line 2 Vert. Element 4.00 47.00 153 153 Line 2 Vert. Element 4.00 60.00 153 153 Line 3 3 -1 Left Wall End 8.50 0.00 874 874 3 -1 Left Opening 1 8.50 11.50 716 716 686 3 -1 Right Opening 1 8.50 14.50 716 716 596 Line 3 Vert. Element 8.50 20.00 158 158 3 -1 Right Wall End 8.50 23.00 716 716 1103 Line 4 Line 4 Vert. Element 14.00 47.00 493 493 Line 4 Vert. Element 14.00 60.00 493 493 Line 5 Line 5 Vert. Element 23.50 20.00 391 391 Line 5 Vert. .Element 23.50 35.50 391 391 Line 6 6 -1 Left Wall End 24.00 49.50 1823 1823 1974 6 -1 Right Wall End 24.00 60.00 1823 1823 Line 7 Line 7 Vert. Element 27.00 28.50 108 108 Line 7 Vert. Element 27.00 47.00 108 108 Line 8 Line 8 Vert. Element 28.50 47.00 376 376 Line 8 Vert. Element 28.50 53.50 376 376 Line 8 Vert. Element 28.50 56.00 376 376 Line 8 Vert. Element 28.50 60.00 376 376 Line 9 9 -1 Left Wall End 32.00 49.50 804 804 870 9 -1 Right Wall End 32.00 60.00 804 804 Line 11 11 -1 Left Wall End 40.00 0.00 176 176 Line 11 Vert. Element 40.00 4.00 57 57 Line 11 Vert. Element 40.00 6.00 57 57 11 -1 Left Opening 1 40.00 9.00 119 119 33 11 -1 Right Opening 1 40.00 14.00 176 176 22 Line 11 Vert. Element 40.00 16.00 57 57 11 -1 Left Opening 2 40.00 27.50 153 153 28 11 -1 Right Opening 2 40.00 32.50 142 142 28 Line 11 Vert. Element 40.00 34.50 57 57 11 -1 Left Opening 3 40.00 40.50 119 119 2 11 -1 Right Opening 3 40.00 45.50 119 119 54 Line 11 Vert. Element 40.00 55.00 57 57 11 -1 Right Wall End 40.00 60.00 119 119 Line A A -1 Right Opening 1 6.00 0.00 4084 4084 345 Line A Vert. Element 6.50 0.00 739 739 A -1 Left Opening 2 10.50 0.00 4499 4499 1694 Line A Vert. Element 18.50 0.00 323 323 Line A Vert. Element 29.50 0.00 139 139 Line A Vert. Element 37.50 0.00 601 601 Line A Vert. Element 40.00 0.00 739 739 Line B Line B Vert. Element 12.50 20.00 410 410 Line B Vert. Element 23.50 20.00 410 410 Line B Vert. Element 26.50 20.00 410 410 Line B Vert. Element 40.00 20.00 410 410 Line C C -1 Left Wall End 8.50 23.00 1625 1625 1230. C -1 Left Opening 1 28.00 23.00 1625 1625 91 C -1 Right Opening 1 31.00 23.00 1625 1625 525 C -1 Right Wall End 40.00 23.00 1625 1625 Line D Line D Vert. Element 27.00 25.00 588 588 Line D Vert. Element 40.00 25.00 588 588 11 L_ 4 4 WoodWorks® Shearwalls Jamilmsr Mar. 5, 200618:44:08 1 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design. continuedl ine F Line F Line F Line G Line G Line G Line H Line H Line H Line H Line H Line I I -1 Line I Line I Line I Line I I -1 Vert. Element Vert. Element Vert. Element Vert. Element Vert. Element Vert. Element Vert. Element Vert. Element Left Wall End Vert. Element Vert. Element Vert. Element Vert. Element Right Wall End 33.00 40.00 27.00 33.00 3.50 11.00 17.00 34.00 0.00 11.50 18.50 24.50 31.50 40.00 39.00 39.00 41.50 41.50 47.00 47.00 47.00 47.00 60.00 60.00 60.00 60.00 60.00 60.00 948 948 536 536 304 304 304 304 729 406 406 406 406 729 948 948 536 536 304 304 304 304 729 406 406 406 406 729 Level 2 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Ld. Case Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 0.00 12 12 1 -1 Right Wall End 0.00 60.00 12 12 Line 2 2 -1 Left Wall End 4.00 47.00 153 153 194 2 -1 Right Wall End 4.00 60.00 153 153 Line 3 3 -1 Left Wall End 8.50 0.00 158 158 3 -1 Right Wall End 8.50 20.00 158 158 263 Line 4 4 -1 Left Wall End 14.00 47.00 493 493 627 4 -1 Right Wall End 14.00 60.00 493 493 Line 5 5 -1 Left Wall End 23.50 20.00 391 391 252 5 -1 Right Wall End 23.50 35.50 391 391 309 Line 7 7 -1 Right Opening 2 27.00 28.50 108 108 119 7 -1 Right Wall End 27.00 47.00 108 108 54 Line 8 8 -1 Left Wall End 28.50 47.00 376 376 387 8 -1 Left Opening 1 28.50 53.50 376 376 135 8 -1 Right Opening 1 28.50 56.00 376 376 155 8 -1 Right Wall End 28.50 60.00 376 376 Line 11 11 -1 Left Wall End 40.00 0.00 57 57 11 -1 Left Opening 1 40.00 4.00 57 57 7 11 -1 Right Opening 1 40.00 6.00 57 57 4 11 -1 Left Opening 2 40.00 14.00 57 57 9 11 -1 Right Opening 2 40.00 16.00 57 57 2 11 -1 Left Opening 3 40.00 29.50 57 57 21 11 -1 Right Opening 3 40.00 34.50 57 57 7 11 -1 Left Opening 4 40.00 55.00 57 57 27 Line A A -1 Right Opening 1 6.50 0.00 739 739 173 A -1 Left Opening 2 14.00 0.00 739 739 321 A -1 Right Opening 4 36.00 0.00 739 739 263 A -1 Right Wall End 40.00 0.00 739 739 Line B B -1 Right Opening 1 12.50 20.00 410 410 393 B -1 Right Wall End 23.50 20.00 410 410 174 B -2 Left Wall End 26.50 20.00 410 410 268 B -2 Right Wall End 40.00 20.00 410 410 Line D D -1 Left Wall End 27.00 25.00 588 588 645 D -1 Right Wall End 40.00 25.00 588 588 Line F F -1 Left Wall End 33.00 39.00 948 948 684 F -1 Right Wall End 40.00 39.00 948 948 Line G G -1 Left Wall End 27.00 41.50 536 536 271 G -1 Right Wall End 33.00 41.50 1 536 536 70 12 WoodWorks® Shearwalls Jamil.Wsr Mar. 5, 2006 18:44:08 1 DRAGSTRUT AND HOLDDOWN FORCES (flexible wind design, continued) ine H H -1 Left Wall End 3.50 47.00 304 304 81 H -1 Left Opening 1 11.00 47.00 304 304 29 H -1 Right Opening 2 17.00 47.00 304 304 111 H -1 Left Opening 3 34.00 47.00 304 304 139 Line I I -1 Right Opening 2 11.50 60.00 406 406 204 I -1 Left Opening 3 18.50 60.00 406 406 27 I -1 Right Opening 3 24.50 60.00 406 406 80 I -1 Left Opening 4 31.50 60.00 406 406 151 Dead load contribution to combined force is factored by 1.00 load combination factor • • 13 WoodWorks® Shearwalls Jami[.wsr Mar. 5, 2006 18:44:08 Wind Suction Design ISOMPONENTS AND CLADDING by SHEARLINE • • 14 North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 11 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal pbs] Service Cond Shearlines Force Cap Force/ Force Cap Force /Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 1 1 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 2 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 • • 14 WoodWorks® Shearwalls Jami[.wsr Mar. 5, 2006 1s:44:0s I Flexible Diaphragm Seismic Design IDEISMIC INFORMATION 4 Vertical Earthquake Load L = U.Z Jds u; Jas = U.oU, t = U.7Z u QWS=AD DFCI11 TC North-South Building Area Mass Ibs s .ft Story Shear [Ibs] E -W N -S Shear Ratio Rmax E -W N-S Reliability Factor p E -W N -S Level 38676 2400 5008 5008 0.201 0.124 -0.03 -1.30 Level 40000 2400 2860 2860 0.553 0.250 1.26 0.36 Structure 78676 - 7868 7868 - - 1.26 1.00 4 Vertical Earthquake Load L = U.Z Jds u; Jas = U.oU, t = U.7Z u QWS=AD DFCI11 TC North-South W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res p. Line 1 Level 2 Lnl, Lev2 2 Both 1.0 1.0 459 7.6 7.6 125 242 1.00 S 242 14508 0.03 Level 1 Lnl, Levl 2 Both 1.0 1.0 775 12.9 14.4 125 242 1.00 S 242 13057 0.06 Line 2 Level 2 Ln2, Lev2 4 Both 1.0 1.0 283 4.7 21.8 145 125 1.00 X 250 3250 0.09 Level 1 Ln2, Levl 3 Both 1.0 1.0 445 7.4 26.2 125 125 1.00 X 250 4250 0.10 Line 3 Level 2 Ln3, Lev2 5 Both 1.0 1.0 351 5.9 17.6 125 125 1.00 X 250 5000 0.07 Level 1 Ln3, Levl 3 Both 1.0 1.0 1032 17.2 51.6 125 125 1.00 X 250 5000 0.21 Line 4 Level 2 Ln4, Lev2 4 Both 1.0 1.0 563 9.4 43.3 145 125 1.00 X 250 3250 0.17 Line 5 Ln5, Lev2 3 Both 1.0 1.0 499 8.3 32.2 125 125 1.00 X 250 3875 0.13 Line 6 Level 1 Ln6, Levl 3 Both 1.0 1.0 1237 20.6 117.8 125 125 1.00 X 250 2625 0.47 Line 7 Level 2 Ln7, Lev2 3 Both 1.0 1.0 185 3.1 10.0 125 125 1.00 X 250 4625 0.04 Line 8 Ln8, Lev2 3 Both 1.0 1.0 453 7.6 43.2 125 125 1.00 X 250 2625 0.17 Line 9 Level 1 Ln9, Levl 3 Both 1.0 1.0 561 9.4 53.5 125 125 1.00 X 250 2625 0.21 Line 11 Level 2 Lnll, Lev2 2 Both 1.0 1.0 712 11.9 15.5 125 242 1.00 S 242 11123 0.06 Level 1 .Lnll, Levl 2 Both 1.0 1.0 1104 18.4 24.5 125 242 1.00 S 242 10881 0.10 East -West W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V fibs] V/L V /FHS Int Ext Co C Total V Ubs] Res p. Line A Level 2 LnA, Lev2 2 Both 1.0 1.0 1022 25.5 88.8 125 242 1.00 S 242 2781 0.37 Level 1 LnA, Levl 1 Both 1.0 1.0 1752 43.8 389.4 125 456 1.00 S 456 2051 0.85 Line B Level 2 LnB, Lev2 3 Both 1.0 1.0 743 18.6 30.3 125 125 1.00 X 250 6125 0.12 Wall B -1 3 Both 1.0 1.0 334 18.6 30.3 125 125 1.00 250 2750 0.12 Wall B -2 3 Both 1.0 1.0 409 18.6 30.3 125 125 1.00 250 3375 0.12 Line C Level 1 LnC, Levl 3 Both 1.0 1.0 3293 82.3 115.6 125 125 1.00 X 250 7125 0.46 ' Line D Level 2 LnD, Lev2 4 Both 1.0 1.0 565 14.1 43.4 145 125 1.00 X 250 3250 0.17 Line F 15 4 WoodWorks® Shearwalls Jamil.wsr Mar. 5, 2006 18:44:08 1 Cuewo MCC"! TQ /FIev ;m c w A..inn — +in. —I! ....ter....._...._. _ �.._..._._ LnF, Lev2 3 __._....- -- -•�• Both 1.0 -, -- 1.0 .._-- - - - 490 12.3 70.1 125 125 1.00 X 250 1750 0.28 ine G LnG, Lev2 4 Both 1.0 1.0 238 5.9 39.6 145 125 1.00 X 250 1500 0.16 Line H LnH, Lev2 3 Both 1.0 1.0 550 13.7 22.4 125 125 1.00 X 250 6125 0.09 Line 1 LnI, Lev2 2 Both 1.0 1.0 814 20.3 58.1 125 242 1.00 S 242 3385 0.24 Level 1 LnI, Levl 2 Both 1.0 1.0 2575 64.4 64.4 125 242 1.00 S 242 9672 0.27 C- Sheathing Combinati on: A- Ada capacities, J; srrongesr omy, x- wrongest or rwice weaKesl. 0 • 16 WoodWorks® Shearwalls Jamil.wsr Mar. 5, zoos 18:44:08 AMPRAGSTRUT AND HOLDDOWN FORCES evel 1 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 0.00 176 176 1 -1 Left Opening 1 0.00 32.50 115 115 47 1 -1 Right Opening 1 0.00 38.50 115 115 31 1 -1 Right Wall End 0.00 60.00 176 176 Line 2 2 -1 Left Wall End 4.00 10.50 209 209 78 2 -1 Right Wall End 4.00 27.50 209 209 241 Line 2 Vert. Element 4.00 47.00 174 174 Line 2 Vert. Element 4.00 60.00 174 174 Line 3 3 -1 Left Wall End 8.50 0.00 553 553 3 -1 Left Opening 1 8.50 11.50 413 413 396 3 -1 Right Opening 1 8.50 14.50 413 413 344 Line 3 Vert. Element 8.50 20.00 140 140 3 -1 Right Wall End 8.50 23.00 413 413 637 Line 4 Line 4 Vert. Element 14.00 47.00 347 347 Line 4 Vert. Element 14.00 60.00 347 347 Line 5 Line 5 Vert. Element 23.50 20.00 258 258 Line 5 Vert. Element 23.50 35.50 258 258 Line 6 6 -1 Left Wall End 24.00 49.50 943 943 1021 6 -1 Right Wall End 24.00 60.00 943 943 Line 7 Line 7 Vert. Element 27.00 28.50 80 80 Line 7 Vert. Element 27.00 47.00 80 80 Line 8 Line 8 Vert. Element 28.50 47.00 345 345 Line 8 Vert. Element 28.50 53.50 345 345 Line 8 Vert. Element 28.50 56.00 345 345 Line 8 Vert. Element 28.50 60.00 345 345 Line 9 9 -1 Left Wall End 32.00 49.50 428 428 463 9 -1 Right Wall End 32.00 60.00 428 428 Line 11 11 -1 Left Wall End 40.00 0.00 320 320 Line 11 Vert. Element 40.00 4.00 124 124 Line 11 Vert. Element 40.00 6.00 124 124 11 -1 Left Opening 1 40.00 9.00 196 196 55 11 -1 Right Opening 1 40.00 14.00 320 320 37 Line 11 Vert. Element 40.00 16.00 124 124 11 -1 Left Opening 2 40.00 27.50 271 271 46 11 -1 Right Opening 2 40.00 32.50 246 246 46 Line 11 Vert. Element 40.00 34.50 124 124 11 -1 Left Opening 3 40.00 40.50 196 196 3 11 -1 Right Opening 3 40.00 45.50 196 196 89 Line 11 Vert. Element 40.00 55.00 124 124 11 -1 Right Wall End 40.00 60.00 196 196 Line A A -1 Right Opening 1 6.00 0.00 3115 3115 263 Line A Vert. Element 6.50 0.00 711 711 A -1 Left Opening 2 10.50 0.00 3515 3515 1292 Line A Vert. Element 18.50 0.00 311 311 Line A Vert. Element 29.50 0.00 133 133 Line A Vert. Element 37.50 0.00 577 577 Line A Vert. Element 40.00 0.00 711 711 Line B Line B Vert. Element 12.50 20.00 243 243 Line B Vert. Element 23.50 20.00 243 243 Line B Vert. Element 26.50 20.00 243 243 Line B Vert. Element 40.00 20.00 243 293 Line C C -1 Left Wall End 8.50 23.00 924 924 700 C -1 Left Opening 1 28.00 23.00 924 924 52 C -1 Right Opening 1 31.00 23.00 924 924 299 C -1 Right Wall End 40.00 23.00 924 924 Line D Line D Vert. Element 27.00 25.00 348 348 Line D Vert. Element 40.00 25.00 348 348 17 WoodWorks® Shearwalls Jamil.wsr Mar. 5, 2006 18:44:08 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) ine- e F Vert. Element 33.00 39.00 560 560 Line F Vert. Element 40.00 39.00 560 560 Line G Line G Vert. Element 27.00 41.50 317 317 Line G Vert. Element 33.00 41.50 317 317 Line H Line H Vert. Element 3.50 47.00 180 180 Line H Vert. Element 11.00 47.00 180 180 Line H Vert. Element 17.00 47.00 180 180 Line H Vert. Element 34.00 47.00 180 180 Line I I -1 Left Wall End 0.00 60.00 515 515 Line I Vert. Element 11.50 60.00 465 465 Line I Vert. Element 18.50 60.00 465 465 Line I Vert. Element 24.50 60.00 465 465 Line I Vert. Element 31.50 60.00 465 465 I -1 Right Wall End 40.00 60.00 515 515 Level 2 Line- Position on Wall Location [ft] Holddown Force [Ibs] Dragstrut Wall Or Opening X Y Shear Dead Uplift Cmb'd Force Ibs Line 1 1 -1 Left Wall End 0.00 0.00 61 61 1 -1 Right Wall End 0.00 60.00 61 61 Line 2 2 -1 Left Wall End 4.00 47.00 174 174 222 2 -1 Right Wall End 4.00 60.00 174 174 Line 3 3 -1 Left Wall End 8.50 0.00 140 140 3 -1 Right Wall End 8.50 20.00 140 140 234 Line 4 4 -1 Left Wall End 14.00 47.00 347 347 441 4 -1 Right Wall End 14.00 60.00 347 347 Line 5 5 -1 Left Wall End 23.50 20.00 258 258 166 5 -1 Right Wall End 23.50 35.50 258 258 204 Line 7 7 -1 Right Opening 2 27.00 28.50 80 80 88 7 -1 Right Wall End 27.00 47.00 80 80 90 Line 8 8 -1 Left Wall End 28.50 47.00 345 345 355 8 -1 Left Opening 1 28.50 53.50 345 345 129 8 -1 Right Opening 1 28.50 56.00 345 345 142 8 -1 Right Wall End 28.50 60.00 345 395 Line 11 11 -1 Left Wall End 40.00 0.00 124 124 11 -1 Left Opening 1 40.00 4.00 124 124 14 9 11 -1 Right Opening 1 40.00 6.00 124 124 11 -1 Left Opening 2 40.00 14.00 124 124 20 11 -1 Right Opening 2 40.00 16.00 124 124 4 11 -1 Left Opening 3 40.00 29.50 124 124 45 11 -1 Right Opening 3 40.00 34.50 124 124 15 11 -1 Left Opening 4 40.00 55.00 124 124 59 Line A A -1 Right Opening 1 6.50 0.00 711 711 166 A -1 Left Opening 2 14.00 0.00 711 711 309 A -1 Right Opening 4 36.00 0.00 711 711 253 A -1 Right Wall End 40.00 0.00 711 711 Line B B -1 Right Opening 1 12.50 20.00 243 243 232 B -1 Right Wall End 23.50 20.00 243 243 103 B -2 Left Wall End 26.50 20.00 243 243 159 B -2 Right Wall End 40.00 20.00 243 243 Line D D -1 Left Wall End 27.00 25.00 348 348 381 D -1 Right Wall End 40.00 25.00 348 348 Line F F -1 Left Wall End 33.00 39.00 560 560 405 F -1 Right Wall End 40.00 39.00 560 560 Line G G -1 Left Wall End 27.00 41.50 317 317 160 G -1 Right Wall End 33.00 41.50 1 317 317 42 18 WoodWorks® Shearwalls Jamil.wsr Mar. 5, 200618:44:08 1 DRAGSTRUT AND HOLDDOWN FORCES (flexible seismic design, continued) ine H H -1 Left Wall End 3.50 47.00 180 180 48 H -1 Left Opening 1 11.00 47.00 180 180 17 H -1 Right Opening 2 17.00 47.00 180 180 65 82 H -1 Left Opening 3 34.00 47.00 180 180 Line I I -1 Right Opening 2 11.50 60.00 465 465 234 I -1 Left Opening 3 18.50 60.00 465 465 31 I -1 Right Opening 3 24.50 60.00 465 465 92 173 I -1 Left Opening 4 31.50 60.00 465 465 mart Mari rnntributinn to combined force is factored by 0.516 due to load combination factor and vertical seismic force • `U, 0 0 WoodWorks® Shearwalls Jamii.wsr Mar. 5, 2006 18:44:08 20 F1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 • Level 1 of 2 � 0 �g �E -1 7 N - 60' 55' 45' _.40' 35' r 30, 25' 15' G 10, 5' A -1 ® 0! � 0 -5- C -1 m 0' 5' 10' 15' 20' 25' 30' 35' 40' F] � WoodWorks@I Shearwalls SOFTWARE FOR WOOD DESIGN Jarnilmsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 • 35! 30' Elevation View, Shearline 11, at X 40 ft, Level I To 2. Flexible Diaphragm Wind Design. 25' Units = lbs, pif 327 E 20* C&C -interior 14.1 15' End Zo6 e 17.4 10, c & c Interior 14.1 End Zone 17.4 5' S176 S5-S57S119 51YD57 S153 S14257 S119 S119 S57 S119 .0, 0. 5' 10, iv 20' 2.5' 30' 36' 40' 415' 50' 56, 60' 6.5' 70' • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 •I .... .... _ _ .. 30 Elevation View, S h earline I, at Y - 60 ft, Level 1 To 2. 25' Flexible Diaphragm Wind Design. Units = Ibs plf 711 20' 17.8 04 27 80 151 C &C - -- - - -- I -1 Interior 14A.: .15' End Zone 17:4 3647 50.8 50.8 L 91.2 �0 _... _ ........... S406 S406 S406 S406 C &C -1 Interior 14.1 End Zone 17:4 5' 91.2 _ __ — _ ___ __ — S729 � S406 �S 406 S406 S406 S729 0, 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' rf r2'cz, f � 51660 /14� 2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 s _.. _ .... . _ _.:. .. 3 30' Elevation View, Shea: line 1, at X = 0 ft, Level 1 To t. Flexible Diaphragm Wind Design. 25' Units = Ibs, plf 92 • 0 20' C &C Interior 14.1 - ..15+ End Zone 17.4 S 12 10' C &C Interior 14.1 End Zone 17.4 5' ...... S51 S39 S39 S51. ' 0, 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' N [—] I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalis 2004b Mar. 5, 2006 18:46:12 • 57.4 10' 739..... 9...... _. S739 _. . 45 169 C &C A -1 Interior 14.1 End Zone 17:4 5' 510.4 SWISS S4499 S323 S139 S601 S739 0' 0' S' 10' 15' 20' 25' 30' 35' 40' 45' pl, It go [—] I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw Woodworks® Shearwalls 2004b Mar. 5, 2006 18:46:12 25 Elevation View, Shearline C, at Y = 23 ft, Level 1 To 2. Flexible Diaphragm Wind Design. 1.5 Units = Ibs, pif 5788 ... -10' 144.7 1230 91 525 C -1 • 5 203.1 203.1 S1625 S1625 S 1625 S1625 0' 10' 15' 20' 25' 30' 35' 40' 45' • • F-] I WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jarnilmsw 395 WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline 3, at X = 8.5 ft, Level I To 2. Flexible Diaphragm Wind Design. Units = lbs, plf S874 S716 S: 716 S158 S716 01 51 10, 15, 20, 2.5 0 25' ..20! 15' 10, 5. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 . _. _.. 35 30' Elevation View, Shearline 2, at X = 4 ft, Level 1 To 2. Flexible Diaphragm Wind Design. 25' Units = bs, plf :248 ... ... 20 4.1 194 2 -1 15• 611 19:1 —+10.2 107 331 S153 5153 10' 2 -1 5, 35.9 S 287 S287 S153 S 153 10' 15' 20' 25' 30' 35' 40' 46 50' 55' 60' 65' • • F� J_ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamilmsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 20' 15' Elevation View, Shearline E, at Y = 27. Flexible Diaphragm Wind Design. 10' E -1 5' 0' 5' 5 WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jarnilmsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 • • • Elevation View, Shearline 9, at :j( = 32 ft, Level I To 2. Flexible Diaphragm Wind Design. Units = lbs, pif 1055 S804 S804 50.' 55' 60' 20' 15' 10, 5. I OC Jarnilmsw • • • WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline 6, at X = 24 ft, Level I To 2. Flexible Diaphragm Wind Design. Units = lbs, pif q 2393 S1823 50' 55, 60.' 20' 15' 10, 5' 10 F] WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 • Level 2 of 2 � 0 11 5' N` V' 00 ..... _......... _ 0, H -1 s - - � 'j 5' G -1 rZ lV 5' 0' D -1 5' E3 B -1 B -2 ® 0' 5 5' 5' 1 0. -5- 0' 6 10' 15' 20' 25' 30' 35' 49 -5' F] � WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 • � • Elevation View, Shearline B, at Y = 20 ft, Level 2. Flex ' ible Diaphragm Wind Design. Units = lbs, plf 1257 31.4 31.4 393 174 268 B-1 B-2 51.3 51.3 S..410......... S 41:0 S410 Sheankall 3, Group 3 Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 717" Shear::125 plf Withdr Load 0 lbs Cap 0 Ibs Int Sheath: 1/2" Gypsum VVBoard 1 -ply Nails: 5d @ 7/7" Shear::125 plf Frame Hem-Fir @ 16" Blo6ked 1 : 01 1 4 5' 2 . 0' 2 : 5' 30, 35' 40' .5 • El • 1-1 F Jamil.wsw 757 Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline 5; at X = 23.5 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf Shearwall 3, Group 3 6d Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ W7" Shear: 125 plf Withdr: Load 0 Ibs Cap 0 Ibs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 20' 25' 30' 35' S391 20' 15' ...10' J'y' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 9 • Elevation View, Shearline D, at Y = 25 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf 955 S 555 20' 15' S588 Shearwall 4, Group 4 Ext Sheath: 1/2" Gypsum WBoard 1 -ply -10' Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 Ibs Cap 0 Ibs Int Sheath: 5/8" Gypsum WBoard 1 -ply Nails: 6d @ 7/7" Shear. 145 plf Frame Hem -Fir @ 16" Blocked 30' 35' 40' t 8 F� WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 • 25' Elevation View,:Shearline 7, at X = 27 ft, Level Z Flexible Diaphragm Wind Design. Units = lbs, plf 251 20! 4.2 54 74 15' 13.6 S108 S108 10, Shearwall 3, Group 3 • Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7f7" Shear: 125 plf Withdr. Load 0 lbs Cap 0 lbs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7f7" 5' Shear: 125 plf Frame Hem-Fir @ 16" Blocked 20' 2 : 5' 30' 35' 40' 4 : 5' 50, 0 CA • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline F, at Y = 39 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf 329 Dow- �; Nails: 5d @ 7/7" Shear: 125 plf Withdr. Load 0 Ibs Cap 0 Ibs- Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear. 125 plf Frame Hem -Fir @ 16" Blocked 35' 4 0' 948 20' .....15' ...........10y `0 1-11 Jamilmsw E WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks@ Shearwalls 2004b Elevation View, Shearline 10, at X = 33 ft, Flexible Diaphragm Wind Design. 20' 10-1 - -.1. 1...., 10. • 40.' Mar. 5, 2006 18:46:12 F-1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 • Elevation View, Shearline G, at Y = 41.5 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf • 402 Nails: 5d @ 7!7' Shear: 125 plf Withdr. Load 0 lbs Cap 0 Ibs • Int Sheath: 5/8" Gypsum WBoard 1-ply Nails: 6d @ 7!7" Shear. 145 plf Frame Hem -Fir @ 16" Blocked 30' 20' _....15, I Z" F-1 � WoodWorks@) Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorksO Shearwalls 2004b Mar. 5, 2006 18:46:12 • 30, Elevation View, Shearline H, at Y = 47 ft, Level 2. 25' Flexible Diaphragm Wind Design. Units = lbs, plf 930 -20' 81 23.2 1_39T___'_j H-1 15' 38.0 38.0 S304 S 304 *S 304...... S3(9 0, Shearwall 3, Group 3 Ext Sheath: 1/2" Gypsum WBoard 1-ply Nails: 5d @ 7f7" Shear: 125 plf 5 Withdr: Load 0 lbs Cap 0 lbs • Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7f7" Shear: 125 plf Frame Hem-Fir @ 16" Blocked 5' 10, 15' 20' 25' 30' 35' 40, 45' 0' • 13, • • F1oodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline 8, at X = 28.5 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf 494 S376 20� 15' J J/0 - - Shearwall 3, Group 3 10' Ext Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7l7" Shear: 125 plf Withdr: Load 0 Ibs Cap 0 Ibs Int Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Frame Hem -Fir @ 16" Blocked 50' 55' 60' 1+ is • ElF__WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN Jamil.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 18:46:12 Elevation View, Shearline 4, at X = 14 ft, Level 2. Flexible Diaphragm Wind Design. Units = Ibs, plf 801 _�..........__ � ... ... .... S493 15' s 4a3 Shea,rwall 4, Group 4 10' Ext Sheath: 1/2" Gypsum WBoard 1 -ply Nails: 5d @ 7/7" Shear: 125 plf Withdr: Load 0 Ibs Cap 0 Ibs Int Sheath: 5/8" Gypsum WBoard 1 -py Nails: 6d @ 7/7" Shear: 145 plf Frame Hem -Fir @ 16" Blocked 50' 55' 60' V.5. Jamil.wsw WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 5, 2006 18:46:12 35' 30' Elevation View, Shearline 2, atX = 4 fl Flexible Diaphragm Wind Design. 25' Units = Ibs, Of 248 20 4.1 2-1. 15, • n Roof framing • 0 • Roof Beam( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 Bv: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 08:58:35 AM Project: HAKIMI - Location: Roof framing plan Beam# 1 =2 Summary: • 1.5 IN x 5.5 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 117.2% Controlling Factor: Area/ Depth Required 3.56 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.02 IN = U2610 Total Load: TLD= 0.03 IN = U1564 Reactions (Each End): Live Load: LL -Rxn= 213 LB Dead Load: DL -Rxn= 142 LB Total Load: TL -Rxn= 355 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.38 IN Beam Data: Span: L= 4.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :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= 2.25 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 2 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 4.0 FT Beam Uniform Live Load: wL= 106 PLF Beam Uniform Dead Load: wD_adj= 71 PLF Total Uniform Load: wT= 177 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 Cf=1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 355 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 277 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= 3.16 IN3 S= 7.56 IN3 Area (Shear): Areq= 3.80 IN2 A= 8.25 IN2 Moment of Inertia (Deflection): Ireq= 2.39 IN4 1= 20.80 IN4 • • is Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Roof framing plan Beam# 1 =2 Summary: 1.5 IN x 5.5 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 117.2% Controlling Factor: Area/ Depth Required 3.56 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear /Moment/Deflection Diagrams 400 200 Shear (lbs) 0 -200 -400 400 200 Moment (ft -lb) 0 -200 -400 -0.04 -0.02 Deflection (in) 0 0.02 0.04 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Roof framing plan Beam# 1 =2 Summary: 1.5 IN x 5.5 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 117.2% Controlling Factor: Area/ Depth Required 3.56 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 213 Lb 142 Lb 355 Lb 0 Lb B 213 Lb 142 Lb 355 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 106 Plf 69 Plf 2 Pif 177 Plf • • Span = 4 It W A B Reactions Live Load Dead Load Total Load Uplift Load A 213 Lb 142 Lb 355 Lb 0 Lb B 213 Lb 142 Lb 355 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 106 Plf 69 Plf 2 Pif 177 Plf • • Span = 4 It Roof Beam[ 2000 International Building Code (97 NDS) I Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 08:56:15 AM Project: Hakimi - Location: Roof framing plan Beam # 3 Summary: 1.5 IN x 5.5 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 25.4% Controlling Factor: Section Modulus / Depth • Required 4.91 In Deflections: Dead Load: DLD= 0.10 IN Live Load: LLD= 0.14 IN = U693 Total Load: TLD= 0.23 IN = U410 Reactions (Each End): Live Load: LL -Rxn= 200 LB Dead Load: DL -Rxn= 138 LB Total Load: TL -Rxn= 338 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.36 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :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= 1.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 2 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.0 FT Beam Uniform Live Load: wL= 50 PLF Beam Uniform Dead Load: wD_adj= 35 PLF Total Uniform Load: wT= 85 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 Cf =1.30 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 676 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 304 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= 6.03 IN3 S= 7.56 IN3 Area (Shear): Areq= 4.18 IN2 A= 8.25 IN2 Moment of Inertia (Deflection): Ireq= 9.13 IN4 1= 20.80 IN4 • Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: Hakimi - Location: Roof framing plan Beam # 3 • Summary: 1.5 IN x 5.5 IN x 8.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 25.4% Controlling Factor: Section Modulus / Depth Required 4.91 to SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear /Moment/Deflection Diagrams 400 ' 338 Ibs @ 0 ft 200 Shear (Ibs) 0 -200 -400 700 350 Moment (ft -lb) 0 -350 -700 -0.3 -0.15 Deflectior • (in) 0 0.15 0.3 0 -'A'AA the (ny) R ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: Hakimi - Location: Roof framing plan Beam # 3 • Summary: 1.5 IN x 5.5 IN x 8.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adeauate Bv: 25.4% Controllinq Factor: Section Modulus / Depth Required 4.91 In 0 Reactions Live Load A 200 Lb B 200 Lb Span LOADING DIAGRAM Dead Load Total Load Uplift Load 138 Lb 338 Lb 0 Lb 138 Lb 338 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 50 Plf 32 Plf 2 Plf 85 Plf • • Span = 8 ft D Pi Second Story Framing • • • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ) Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 09:01:27 AM Proiect: HAKIMI - Location: Second Story Floor Framing Beam # 1 Summary: 3.5 IN x 9.25 IN x 4.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 251.5% Controlling Factor: Area / Depth Required 4.35 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U7722 Total Load: TLD= 0.01 IN = U5503 Reactions (Each End): Live Load: LL -Rxn= 630 LB Dead Load: DL -Rxn= 254 LB Total Load: TL -Rxn= 884 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.40 IN Beam Data: Span: L= 4.5 FT Unbraced Lenqth -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= 0.0 PSF Floor Dead Load -Side One: DL1= 0.0 PSF Tributary Width -Side One: TW1= 0.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 7.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 280 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 113 PLF Total Maximum Load: WT= 393 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'= 1080 PSI Adjustment Factors: Cd =1.00 Cf =1.20 Fv': FV= 95 PSI Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 994 FT -LB 2.25 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 583 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= 11.05 IN3 S= 49.91 IN3 Area (Shear): Areq= 9.21 IN2 A= 32.38 IN2 Moment of Inertia (Deflection): Ireq= 10.76 IN4 1= 230.84 IN4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Floor Framing Beam # 1 • Summary: 3.5 IN x 9.25 IN x 4.5 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 251.5% Controlling Factor: Area / Depth Required 4.35 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS ME 450 Shear (Ibs) 0 -450 -900 1000 500 Moment (ft -lb) 0 loc I R111I8I -0.007 - 0.0035 Deflection (in) 0 0.0035 0.007 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Floor Framing Beam # 1 • Summary: 3.5 IN x 9.25 IN x 4.5 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 251.5% Controlling Factor: Area / Depth Required 4.35 In LOADING DIAGRAM W Span = 4.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 630 Lb 254 Lb 884 Lb 0 Lb B 630 Lb 254 Lb 884 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 280 Plf 105 Plf 8 Plf 393 Plf • • B • • Uniformly Loaded Floor Beamj 2000 International Building Code (97 NDS) I Ver: 6.00.7 Bv: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 09:02:38 AM Proiect: HAKIMI - Location: Secoond Story Framing Beam # 2 Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 352.5% Controlling Factor: Area / Depth Required 2.99 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U8234 Total Load: TLD= 0.01 IN = U5843 Reactions (Each End): Live Load: LL -Rxn= 360 LB Dead Load: DL -Rxn= 147 LB Total Load: TL -Rxn= 507 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.23 IN Beam Data: Span: L= 4.0 FT Unbraced Lenqth -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= 0.0 PSF Floor Dead Load -Side One: DL1= 0.0 PSF Tributary Width -Side One: TW1= 0.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 4.5 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 180 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 74 PLF Total Maximum Load: WT= 254 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 Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 507 FT -LB 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 355 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= 5.20 IN3 S= 30.66 IN3 Area (Shear): Areq= 5.61 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 4.86 IN4 1= 111.15 IN4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Secoond Story Framing Beam # 2 • Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 352.5% Controlling Factor: Area / Depth Required 2.99 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 600 300 Shear (Ibs) 0 -300 -600 600 300 Moment (ft -lb) 0 -300 -600 -0.006 -0.003 Deflection (in) 0 • 0.003 0.006 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Secoond Story Framing Beam # 2 Summary: 3.5 IN x 7.25 IN x 4.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 352.5% Controlling Factor: Area / Depth Required 2.99 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 360 Lb 147 Lb 507 Lb 0 Lb B 360 Lb 147 Lb 507 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 180 Plf 68 Plf 6 Plf 254 Plf • • Span = 4 ft • is Uniformly Loaded Floor Beamf 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 09:05:12 AM Project: HAKIMI - Location: Second Story Framing Beam # 3 =3A Summary: 5.125 IN x 12.0 IN x 13.5 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 41.2% Controlling Factor: Section Modulus / Depth Required 10.56 In Deflections: Dead Load: DLD= 0.12 IN Live Load: LLD= 0.31 IN = U528 Total Load: TLD= 0.43 IN = U377 Reactions (Each End): Live Load: LL -Rxn= 3680 LB Dead Load: DL -Rxn= 1481 LB Total Load: TL -Rxn= 5161 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.55 IN Camber Reqd.: C= 0.19 IN Beam Data: Span: L= 13.5 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD 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= 6.88 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.75 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 545 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 219 PLF Total Maximum Load: WT= 765 PLF Properties For: 24F -V8- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr= 2400 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 17419 FT -LB 6.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4438 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= 87.09 IN3 S= 123.00. IN3 Area (Shear): Areq= 35.04 IN2 A= 61.50 IN2 Moment of Inertia (Deflection): Ireq= 502.94 IN4 I= 738.00 IN4 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 3 =3A • Summary: 5.125 IN x 12.0 IN x 13.5 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 41.2% Controlling Factor: Section Modulus / Depth Required 10.56 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS :iddf 3000 Shear (Ibs) 0 -3000 -6000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.4 -0.2 Deflection • (in) 0 0.2 0.4 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 3 =3A • Summary: 5.125 IN x 12.0 IN x 13.5 FT / 24F -V8 - Visually Graded Western Species -Dry Use Section Adeauate Bv: 41.2% Controlling Factor: Section Modulus / Depth Required 10.56 In LOADING DIAGRAM Span = 13.5 ft Reactions Live Load Dead Load Total Load Uplift Load A 3680 Lb 1481 Lb 5161 Lb 0 Lb B 3680 Lb 1481 Lb 5161 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 545 Plf 204 Plf 15 Plf 765 Plf • • • • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 09:57:36 AM Project: HAKIMI - Location: Second Story Framing Beam # 4 Summary: 5.125 IN x 12.0 IN x 13.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 48.4% Controlling Factor: Section Modulus / Depth Required 10.26 In Deflections: Dead Load: DLD= 0.11 IN Live Load: LLD= 0.27 IN = U576 Total Load: TLD= 0.38 IN = U411 Reactions (Each End): Live Load: LL -Rxn= 3640 LB Dead Load: DL -Rxn= 1462 LB Total Load: TL -Rxn= 5102 LB Bearing Length Required (Beam only, support capacity not checked): BL= 1.53 IN Camber Regd.: C= 0.16 IN Beam Data: Span: L= 13.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 X DLD 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= 7.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 7.0 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 560 PLF Beam Self Weight: BSW= 15 PLF Beam Total Dead Load: wD= 225 PLF Total Maximum Load: WT= 785 PLF Properties For: 24F -V8- Visually Graded Western Species Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Bending Stress of Comp. Face in Tension: Fb_cpr- 2400 PSI Adjusted Properties Fb' (Tension): Fb'= 2400 PSI Adjustment Factors: Cd =1.00 Fv': Fv'= 190 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 16582 FT -LB 6.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4388 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= 82.91 IN3 S= 123.00 IN3 Area (Shear): Areq= 34.64 IN2 A= 61.50 IN2 Moment of Inertia (Deflection): Ireq= 461.30 IN4 1= 738.00 IN4 • 0 Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 4 Summary: 5.125 IN x 12.0 IN x 13.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 48.4% Controlling Factor: Section Modulus / Depth Required 10.26 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear /Moment/Deflection Diagrams 6000 3000 Shear (Ibs) 0 -3000 -6000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.3 -0.15 Deflection (in) 0 0.15 0.3 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 4 . Summary: 5.125 IN x 12.0 IN x 13.0 FT / 24F -V8 - Visually Graded Western Species -Dry Use Section Adequate By: 48.4% Controlling Factor: Section Modulus / Depth Required 10.26 In LOADING DIAGRAM Span = 13 ft Reactions Live Load Dead Load Total Load Uplift Load A 3640 Lb 1462 Lb 5102 Lb 0 Lb B 3640 Lb 1462 Lb 5102 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 560 Plf 210 Plf 15 Plf 785 Plf • • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:01:43 AM Proiect: HAKIMI - Location: Second Story Framing Beam # 5 =6 Summary: • 3.125 IN x 12.0 IN x 12.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 29.9% Controlling Factor: Section Modulus / Depth Required 10.53 In Deflections: • • Dead Load: DLD= 0.10 IN Live Load: LLD= 0.26 IN = U544 Total Load: TLD= 0.37 IN = U390 Reactions (Each End): Live Load: LL -Rxn= 2760 Dead Load: DL -Rxn= 1090 Total Load: TL -Rxn= 3850 Bearinq Length Required (Beam only, support capacity not checked): BL= 1.90 Camber Reqd.: C= 0.16 Beam Data: 450.00 IN4 Span: L= 12.0 Unbraced Length -Top of Beam: Lu= 0.0 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor: CAF= 1.5 Floor Loading: Floor Live Load -Side One: LL1= 40.0 Floor Dead Load -Side One: DL1= 15.0 Tributary Width -Side One: TW1= 6.88 Floor Live Load -Side Two: LL2= 40.0 Floor Dead Load -Side Two: DL2= 15.0 Tributary Width -Side Two: TW2= 4.62 Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 Beam Loading: Beam Total Live Load: wL= 460 Beam Self Weight: BSW= 9 Beam Total Dead Load: wD= 182 Total Maximum Load: WT= 642 Properties For: 24F -V8- Visually Graded Western Species Bending Stress: Fb= 2400 Shear Stress: Fv= 190 Modulus of Elasticity: Ex= 1800000 Stress Perpendicular to Grain: Bending Stress of Comp. Face in Tension: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 Fv': Adiustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 6.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Ev= Fc perp= Fb_cpr= Fb'= Fv'= 013 V= 1600000 650 2400 LB LB LB IN IN FT FT *41914k PSF PSF FT PSF PSF FT V49 PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 2400 PSI 190 PSI 11549 FT -LB 3234 LB Sreq= 57.75 IN3 S= 75.00 IN3 Areq= 25.53 IN2 A= 37.50 IN2 Ireq= 298.03 IN4 1= 450.00 IN4 • • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 5 =6 Summary: 3.125 IN x 12.0 IN x 12.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 29.9% Controlling Factor: Section Modulus / Depth Required 10.53 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear /Moment/Deflection Diagrams 4000 2000 Shear (Ibs) 0 -2000 -4000 20000 10000 Moment (ft -lb) 0 -10000 -20000 -0.3 -0.15 Deflection (in) 0 0.15 0.3 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03-06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 5 =6 Summary: 3.125 IN x 12.0 IN x 12.0 FT / 24F -V8 - Visually Graded Western Species - Dry Use Section Adequate By: 29.9% Controlling Factor: Section Modulus / Depth Required 10.53 In LOADING DIAGRAM Span = 12 ft Reactions Live Load Dead Load Total Load Uplift Load A 2760 Lb 1090 Lb 3850 Lb 0 Lb B 2760 Lb 1090 Lb 3850 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 460 Plf 172 Plf 9 Plf 642 Plf • • Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:03:32 AM Project: HAKIMI - Location: Second Story Framing Beam # 7 =8 Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 179.6% Controlling Factor: Area / Depth Required 3.55 In • Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U7638 Total Load: TLD= 0.01 IN = U5501 Reactions (Each End): Live Load: LL -Rxn= 690 LB Dead Load: DL -Rxn= 268 LB Total Load: TL -Rxn= 958 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.44 IN Beam Data: Span: L= 3.0 FT Unbraced Lenqth -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= 4.62 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 6.88 FT Live Load Duration Factor: Cd= 1.00 Wall Load: WALL= 0 PLF Beam Loading: Beam Total Live Load: wL= 460 PLF Beam Self Weight: BSW= 6 PLF Beam Total Dead Load: wD= 179 PLF Total Maximum Load: WT= 639 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'= 1170 PSI Adjustment Factors: Cd =1.00 Cf =1.30 Fv': Fv'= 95 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 719 FT -LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 575 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= 7.37 IN3 S= 30.66 IN3 Area (Shear): Areq= 9.08 IN2 A= 25.38 IN2 Moment of Inertia (Deflection): Ireq= 5.24 IN4 1= 111.15 IN4 L J Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 • Project: HAKIMI - Location: Second Story Framing Beam # 7 =8 Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 179.6% Controlling Factor: Area / Depth Required 3.55 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 1000 500 Shear (lbs) 0 -500 -1000 800 400 Moment (ft -lb) 0 -400 -800 -0.005 - 0.0025 Deflectioi 19 (in) ( 0.002: 0.00: r� LJ Controllinq Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. Uniformly Loaded Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Second Story Framing Beam # 7 =8 • Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate Bv:.179.6% Controllinq Factor: Area/ Depth Required 3.55 In LOADING DIAGRAM A is Reactions Live Load Dead Load Total Load Uplift Load A 690 Lb 268 Lb 958 Lb 0 Lb B 690 Lb 268 Lb 958 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 460 Plf 172 Plf 6 Plf 639 Plf u • Span = 3 ft • Second Story Layout 0 • Roof Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 Bv: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -05 -2006: 7:22:46 PM Project: Hakimi - Location: Second Story header # 1= 2 =3 =4 =5 Summary: 5.5 IN x 7.5 IN x 6.0 FT / #2 - Douglas Fir -Larch - Dry Use • Section Adequate By: 515.6% Controlling Factor: Section Modulus / Depth Required 3.02 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U8277 Total Load: TLD= 0.02 IN = U4640 Reactions (Each End): Live Load: LL -Rxn= 225 LB Dead Load: DL -Rxn= 176 LB Total Load: TL -Rxn= 401 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.12 IN Beam Data: Span: L= 6.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 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= 1.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 2.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 10 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 6.0 FT Beam Uniform Live Load: wL= 75 PLF Beam Uniform Dead Load: wD adi= 59 PLF Total Uniform Load: WT= 134 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 85 PSI • Modulus of Elasticitv: Stress Perpendicular to Grain: E= 1300000 Fc _perp= 625 PSI PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 602 FT -LB 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 321 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= 8.38 IN3 S= 51.56 IN3 Area (Shear): Areq= 4.93 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 10.00 IN4 1= 193.36 IN4 • Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: Hakimi - Location: Second Story header # 1= 2 =3 =4 =5 • Summary: 5.5 IN x 7.5 IN x 6.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 515.6% Controlling Factor: Section Modulus / Depth Required 3.02 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 500 250 Shear (Ibs) 0 -250 -500 700 350 Moment (ft -lb) 0 -350 -700 -0.02 -0.01 Deflection (in) 0 • 0.01 0.02 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: Hakimi - Location: Second Story header# 1= 2 =3 =4 =5 • Summary: 5.5 IN x 7.5 IN x 6.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adeauate Bv: 515.6% Controlling Factor: Section Modulus / Depth Required 3.02 In A Reactions Live Load A 225 Lb B 225 Lb Span LOADING DIAGRAM Dead Load Total Load Uplift Load 176 Lb 401 Lb 0 Lb 176 Lb 401 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 75 Plf 49 Plf 10 Plf 134 Plf • Span = 6 ft D Roof Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce' S. Mac Veigh on: 03 -05 -2006: 7:27:49 PM Project: HAKIMI - Location: Second Story header # 10 to 13 typ Summary: 5.5 IN x 7.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 224.4% Controlling Factor: Section Modulus / Depth Required 4.03 In • Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.03 IN = U3154 Total Load: TLD= 0.05 IN = U1773 Reactions (Each End): Live Load: LL -Rxn= 300 LB Dead Load: DL -Rxn= 234 LB Total Load: TL -Rxn= 534 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.16 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 5 :12 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 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= 2.0 FT Roof Live Load -Side Two: LL2= 25.0 PSF Roof Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 1.0 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 10 PLF Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= 8.0 FT Beam Uniform Live Load: wL= 75 PLF Beam Uniform Dead Load: wD_adi= 58 PLF Total Uniform Load: WT= 133 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: • Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1068 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 459 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= 14.85 IN3 S= 48.18 IN3 Area (Shear): Areq= 7.04 IN2 A= 39.88 IN2 Moment of Inertia (Deflection): Ireq= 23.65 IN4 1= 174.66 IN4 • Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: HAKIMI - Location: Second Story header # 10 to 13 typ • Summary: 5.5 IN x 7.25 IN x 8.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 224.4% Controlling Factor: Section Modulus / Depth Required 4.03 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 600 300 Shear (Ibs) 0 -300 -600 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.06 -0.03 Deflectior • (in) 0 0.03 0.06 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: HAKIMI - Location: Second Story header # 10 to 13 typ • Summary: 5.5 IN x 7.25 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 224.4% Controlling Factor: Section Modulus / Depth Required 4.03 In LOADING DIAGRAM Reactions Live Load A 300 Lb B 300 Lb Span Uniform Loading Live Load W 75 Plf r 1 U Dead Load Total Load Uplift Load 234 Lb 534 Lb 0 Lb 234 Lb 534 Lb 0 Lb Dead Load Self Weight Total Load 49 Plf 10 Plf 133 Plf Span = 8 ft • • • Roof Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -05 -2006: 7:35:28 PM Project: HAKIMI - Location: Second Story header # 6 to 9 IN = U3230 Summary: IN = U1920 5.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use LB Section Adequate By: 119.6% Controlling Factor: Section Modulus / Depth Required 4.89 In Deflections: 1262 Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 5 Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof. RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adi= Total Uniform Load: WT= Properties For: #2- Douglas Fir -Larch 0.01 IN 0.02 IN = U3230 0.03 IN = U1920 750 LB 512 LB 1262 LB 0.37 IN 5.0 FT 0.0 FT 5 :12 360 240 25.0 PSF 15.0 PSF 2.0 FT 25.0 PSF 15.0 PSF 10.0 FT 1.15 10 PLF 5.0 FT 300 PLF 205 PLF 505 PLF Bending Stress: Fb= 750 Shear Stress: Fv= 85 Modulus of Elasticity: E= 1300000 Stress Perpendicular to Grain: FcDerp= 625 Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): IJiO V= PSI PSI PSI PSI 863 PSI 98 PSI 1577 FT -LB 959 LB Sreq= 21.94 IN3 S= 48.18 IN3 Areq= 14.71 IN2 A= 39.88 IN2 Ireq= 21.83 IN4 1= 174.66 IN4 Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: HAKIMI - Location: Second Story header # 6 to 9 is Summary: 5.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 119.6% Controlling Factor: Section Modulus / Depth Required 4.89_ In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS ,.... .. ... k; 6; eL,i..un• 1`nn4rn11inn Rhanr /NInm Pnt/nPflP.Ctlnn Dlaorams 0 • 2000 - 1000 - Shear (Ibs) 0 - -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.04 -0.02 Deflection (in) 0 0.02 0.04 1262 Ibs @ 0 ft -1262 Ibs @ 5 ft �! ^� 1577 ft- Ibs @ 2 ft i —0.031 in @2.5ft Span = 5 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Roof Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -05 -2006 Project: HAKIMI - Location: Second Story header # 6 to 9 Summary: 5.5 IN x 7.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 119.6% Controlling Factor: Section Modulus / Depth Required 4.89 In LOADING DIAGRAM Reactions Live Load A 750 Lb B 750 Lb Span Uniform Loading Live Load W 300 Plf • • Dead Load Total Load Uplift Load 512 Lb 1262 Lb 0 Lb 512 Lb 1262 Lb 0 Lb Dead Load Self Weight Total Load 195 Plf 10 Plf 505 Plf Span = 5 ft Column[ 2000 International Buildinq Code (97 NDS) I Ver: 6.00.7 Bv: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -12 -2006: 11:51:36 AM Project: HAKIMI - Location: Post Under Beam # 3& 3A Summary: 5.5 IN x 5.5 IN x 10 FT / Select Structural - Douglas Fir -Larch - Dry Use Section Adequate By: 53.5% • Vertical Reactions: Live: Vert-LL -Rxn= 7360 LB Dead: Vert-DL -Rxn= 3046 LB Total: Vert-TL -Rxn= 10406 LB Axial Loads: Live Loads: PL= 7360 LB Dead Loads: PD= 2962 LB Column Self Weight: CSW= 84 LB Total Loads: PT= 10406 LB Eccentricitv (X -X Axis): ex= 0.00 IN Eccentricitv (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Lenqth: L= 10.0 FT Maximum Unbraced Length (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X -X Axis): Sx= 27.73 IN3 Section Modulus (Y -Y Axis): Sv= 27.73 IN3 Slenderness Ratio: Lex/dx= 21.82 Ley /dy= 21.8 Properties For: Select Structural- Douglas Fir -Larch Compressive Stress: Fc= 1150 PSI Modulus of Elasticity: E= 1600000 PSI Bendinq Stress (X -X Axis): Fbx= 1500 PSI Bendinq Stress (Y -Y Axis): Fby= 1500 PSI Adjusted Properties: Fc': Fc'= 741 PSI Adjustment Factors: Cd =1.00 Cp =0.64 Column Calculations (Controlling Case Only): • Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 344 PSI Allowable Compressive Stress: Fc'= 741 PSI • Column[ 2000 International Buildinq Code (97 NDS)1 Ver: 6.00.7 Bv: Bruce S. Mac Veigh Bruce S. Mac Veigh on: 03 -12 -2006: 11:49:16 AM Project: HAKIMI - Location: POST UNDER BEAM # 5 & 6 Summary: 5.5 IN x 5.5 IN x 10 FT / Select Structural - Douglas Fir -Larch - Dry Use Section Adequate By: 65.3% • Vertical Reactions: Live: Vert-LL -Rxn= 5520 LB Dead: Vert-DL -Rxn= 2264 LB Total: Vert-TL -Rxn= 7784 LB Axial Loads: Live Loads: PL= 5520 LB Dead Loads: PD= 2180 LB Column Self Weight: CSW= 84 LB Total Loads: PT= 7784 LB Eccentricity (X -X Axis): ex= 0.00 IN Eccentricitv (Y -Y Axis): ev= 0.00 IN Axial Duration Factor: Cd- Axial= 1.00 Column Data: Lenqth: L= 10.0 FT Maximum Unbraced Lenqth (X -X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y -Y Axis): Lv= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X -X Axis): dx= 5.50 IN Column Section (Y -Y Axis): dv= 5.50 IN Area: A= 30.25 IN2 Section Modulus (X -X Axis): Sx= 27.73 IN3 Section Modulus (Y -Y Axis): Sv= 27.73 IN3 Slenderness Ratio: Lex/dx= 21.82 Ley /dy= 21.8 Properties For: Select Structural- Douglas Fir -Larch Compressive Stress: Fc= 1150 PSI Modulus of Elasticitv: E= 1600000 PSI Bendinq Stress (X -X Axis): Fbx= 1500 PSI Bendinq Stress (Y -Y Axis): Fby= 1500 PSI Adjusted Properties: Fc': Fc'= 741 PSI Adjustment Factors: Cd =1.00 Cp =0.64 Column Calculations (Controlling Case Onlv): • Controllinq Load Case: Axial Total Load Only (L + D) Compressive Stress: fc= 257 PSI Allowable Compressive Stress: Fc'= 741 PSI • • Foundation Plan/ Main Floor Framing Plan • • • is Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veiqh on: 03 -06 -2006: 10:17:01 AM Proiect: HAKIMI - Location: Foundation plan Header # 1 =2 =3 for the grage Summary: 5.5 IN x 11.5 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use PSI Section Adequate By: 54.2% Controlling Factor: Section Modulus / Depth Required 9.26 In Deflections: PSI Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): 146.04 Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd -floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL -floor- Floor Uniform Dead Load: wD -floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: WT= Controlling Total Design Load: wT -cont= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc Adjusted Properties _perp= Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adiustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): M= PE 0.03 IN 0.05 IN = U1833 0.08 IN = U1146 2060 LB 1236 LB 3296 LB 0.96 IN 8.0 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 1.0 FT 25.0 PSF 15.0 PSF 2.0 FT 1.15 0.0 PSF 0.0 PSF 0.0 FT 40.0 PSF 15.0 PSF 11.0 FT 1.00 80 PLF 75 PLF 49 PLF 440 PLF 165 PLF 15 PLF 515 PLF 309 PLF 824 PLF 824 PLF 875 PSI 85 PSI 1300000 PSI 625 PSI 1006 PSI 98 PSI 6593 FT -LB 2571 LB Sreq= 78.62 IN3 S= 121.23 IN3 Areq= 39.46 IN2 A= 63.25 IN2 Ireq= 146.04 IN4 1= 697.07 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 1 =2 =3 for the grage . Summary: 5.5 IN x 11.5 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 54.2% Controlling Factor: Section Modulus / Depth Required 9.26 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 4000 2000 Shear (Ibs) 0 -2000 -4000 7000 3500 Moment (ft -lb) 0 -3500 -7000 -0.09 -0.045 Deflection (in) 0 0.045 12 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 1 =2 =3 for the grage • Summary: 5.5 IN x 11.5 IN x 8.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 54.2% Controlling Factor: Section Modulus / Depth Required 9.26 In LOADING DIAGRAM A Reactions Live Load A 2060 Lb B 2060 Lb Span Dead Load Total Load Uplift Load 1236 Lb 3296 Lb 0 Lb 1236 Lb 3296 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 515 Plf 294 Plf 15 Plf 824 Plf • • Span = 8 ft B • • • Combination Roof and Floor Beam( 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:19:58 AM Protect: HAKIMI - Location: Foundation plan Header # 4 Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 435.7% Controlling Factor: Area / Depth Required 3.79 In . Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U11499 Total Load: TLD= 0.01 IN = U5691 Reactions (Each End): Live Load: LL -Rxn= 437 LB Dead Load: DL- Rxn = 447 LB Total Load: TL -Rxn= 884 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.26 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 15.0 PSF Roof Tributary Width -Side One: RTW1= 1.0 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 2.0 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributary Width -Side One: FTW1= 2.5 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd -floor- 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 75 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 49 PLF Floor Uniform Live Load: wL -floor- 100 PLF Floor Uniform Dead Load: wD -floor- 38 PLF Beam Self Weight: BSW= 12 PLF Combined Uniform Live Load: wL= 175 PLF Combined Uniform Dead Load: wD= 179 PLF Combined Uniform Total Load: WT= 354 PLF Controlling Total Design Load: wT -cont= 354 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'= 1006 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1105 FT -LB 2.5 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= 13.18 IN3 S= 78.43 IN3 Area (Shear): Areq= 9.50 IN2 A= 50.88 IN2 Moment of Inertia (Deflection): Ireq= 15.30 IN4 1= 362.75 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 4 • Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 435.7% Controlling Factor: Area / Depth Required 3.79 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 0X 450 Shear (Ibs) 0 -450 -900 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.02 -0.01 Deflection (in) 0 • 0.01 0.02 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ) Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 4 • Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 435.7% Controlling Factor: Area / Depth Required 3.79 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 437 Lb 447 Lb 884 Lb 0 Lb B 437 Lb 447 Lb 884 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 175 Plf 166 Plf 12 Plf 354 Plf I� Span = 5 ft W A At o Reactions Live Load Dead Load Total Load Uplift Load A 437 Lb 447 Lb 884 Lb 0 Lb B 437 Lb 447 Lb 884 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 175 Plf 166 Plf 12 Plf 354 Plf I� Span = 5 ft • • • Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 Bv: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:23:49 AM Project: HAKIMI - Location: Foundation Plan Header # 5 Summary: 5.5 IN x 7.5 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 161.1% Controlling Factor: Area/ Depth Required 4.42 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.01 IN = U6560 Total Load: TLD= 0.01 IN = U4342 Reactions (Each End): Live Load: LL -Rxn= 1135 LB Dead Load: DL -Rxn= 580 LB Total Load: TL -Rxn= 1716 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.50 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 15.0 PSF Roof Tributary Width -Side One: RTW1= 0.88 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF FloorTributary Width -Side One: FTW1= 6.75 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 11.0 FT Floor Duration Factor: Cd -floor= 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 47 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 31 PLF Floor Uniform Live Load: wL -floor= 710 PLF Floor Uniform Dead Load: wD -floor- 266 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 757 PLF Combined Uniform Dead Load: wD= 387 PLF Combined Uniform Total Load: WT= 1144 PLF Controlling Total Design Load: wT -cont= 1144 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1287 FT -LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1029 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= 17.90 IN3 S= 51.56 IN3 Area (Shear): Areq= 15.80 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 10.69 IN4 1= 193.36 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ) Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation Plan Header # 5 • Summary: 5.5 IN x 7.5 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 161.1% Controlling Factor: Area/ Depth Required 4.42 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (lbs) 0 -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.009 - 0.0045 Deflectior • (in) 0 0.0045 0.009 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation Plan Header # 5 • Summary: 5.5 IN x 7.5 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 161.1% Controlling Factor: Area/ Depth Required 4.42 In LOADING DIAGRAM 0 Reactions Live Load A 1135 Lb B 1135 Lb Span Dead Load Total Load Uplift Load 580 Lb 1716 Lb 0 Lb 580 Lb 1716 Lb 0 Lb Uniform Loading Live Load Dead Load Self Weight Total Load W 757 Plf 377 Plf 10 Plf 1144 Plf • Span = 3 ft ff. • • • Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) 1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:29:45 AM Proiect: HAKIMI - Location: Foundation plan Header # 6 Summary: 5.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 411.9% Controlling Factor: Area / Depth Required 3.1 In Deflections: Dead Load: DLD= 0.00 IN Live Load: LLD= 0.00 IN = U15078 Total Load: TLD= 0.00 IN = U7953 Reactions (Each End): Live Load: LL -Rxn= 446 LB Dead Load: DL -Rxn= 400 LB Total Load: TL -Rxn= 846 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.25 IN Beam Data: Span: L= 3.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 15.0 PSF Roof Tributary Width -Side One: RTW1= 4.0 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 5.5 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributary Width -Side One: FTW1= 1.5 FT Floor Live Load -Side Two: FLL2= 0.0 PSF Floor Dead Load -Side Two: FDL2= 0.0 PSF Floor Tributary Width -Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd -floor= 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 238 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 154 PLF Floor Uniform Live Load: wL -floor= 60 PLF Floor Uniform Dead Load: wD -floor= 23 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 298 PLF Combined Uniform Dead Load: wD= 267 PLF Combined Uniform Total Load: WT= 564 PLF Controlling Total Design Load: wT -cont= 564 PLF Properties For: #2- Douglas Fir-:Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adiustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 635 FT -LB 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 508 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= 8.83 IN3 S= 48.18 IN3 Area (Shear): Areq= 7.79 IN2 A= 39.88 IN2 Moment of Inertia (Deflection): Ireq= 5.27 IN4 1= 174.66 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 6 • Summary: 5.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 411.9% Controlling Factor: Area / Depth Required 3.1 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 900 450 Shear (Ibs) 0 -450 -900 700 350 Moment (ft -lb) 0 -350 -700 -0.005 - 0.0025 Deflection . (in) 0 0.0025 0.005 • Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) j Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03-06 -2006 Project: HAKIMI - Location: Foundation plan Header # 6 isSummary: 5.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate Bv: 411.9% Controlling Factor: Area / Depth Reauired 3.1 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 446 Lb 400 Lb 846 Lb 0 Lb B 446 Lb 400 Lb 846 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 298 Plf 257 Plf 10 Plf 564 Plf • • Span = 3 ft • • • Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03 -06 -2006: 10:44:27 AM Proiect: HAKIMI - Location: Foundation plan Header # 7 =8 =9 Summary: 5.5 IN x 7.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 92.5% Controlling Factor: Section Modulus / Depth Required 5.41 In Deflections: Dead Load: DLD= 0.02 IN Live Load: LLD= 0.02 IN = U3263 Total Load: TLD= 0.03 IN = U1741 Reactions (Each End): Live Load: LL -Rxn= 822 LB Dead Load: DL -Rxn= 718 LB Total Load: TL -Rxn= 1540 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.45 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 15.0 PSF Roof Tributary Width -Side One: RTW1= 1.0 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 9.75 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 0.0 PSF Floor Dead Load -Side One: FDL1= 0.0 PSF Floor Tributary Width -Side One: FTW1= 0.0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 1.5 FT Floor Duration Factor: Cd -floor- 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 269 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 175 PLF Floor Uniform Live Load: wL -floor- 60 PLF Floor Uniform Dead Load: wD -floor= 23 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 329 PLF Combined Uniform Dead Load: wD= 287 PLF Combined Uniform Total Load: WT= 616 PLF Controlling Total Design Load: wT -cont= 616 PLF Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= 750 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1300000 PSI Stress Perpendicular to Grain: Fc _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 863 PSI Adjustment Factors: Cd =1.15 Cf =1.00 FV: Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1925 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear. V= 1170 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= 26.78 IN3 S= 51.56 IN3 Area (Shear): Areq= 17.96 IN2 A= 41.25 IN2 Moment of Inertia (Deflection): Ireq= 26.65 IN4 1= 193.36 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 7 =8 =9 • Summary: 5.5 IN x 7.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 92.5% Controlling Factor: Section Modulus / Depth Required 5.41 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear /Moment/Deflection Diagrams 20001-- 1540 Ibs @ 0 ft 1000 Shear (Ibs) 0 -1000 -2000 2000 1000 Moment (ft -lb) 0 -1000 -2000 -0.04 -0.02 Deflection • (in) 0 0.02 0.04 LJ Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 7 =8 =9 Summary: 5.5 IN x 7.5 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 92.5% Controllinq Factor: Section Modulus / DeDth Reauired 5.41 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 822 Lb 718 Lb 1540 Lb 0 Lb B 822 Lb 718 Lb 1540 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 329 Plf 277 Plf 10 Plf 616 Plf • • Span = 5 ft 0 • �J Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ) Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006: 12:16:59 AM Proiect: HAKIMI - Location: Foundation plan Header # 10 Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 160.1% Controlling Factor: Area/ Depth Required 5.44 In Deflections: Dead Load: DLD= 0.01 IN Live Load: LLD= 0.01 IN = U4923 Total Load: TLD= 0.02 IN = U2763 Reactions (Each End): Live Load: LL -Rxn= 1022 LB Dead Load: DL -Rxn= 799 LB Total Load: TL -Rxn= 1821 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.53 IN Beam Data: Span: L= 5.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 15.0 PSF Roof Tributary Width -Side One: RTW1= 9.75 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 1.0 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributary Width -Side One: FTW1= 2.0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 1.5 FT Floor Duration Factor: Cd -floor- 1.00 Wall Load: WALL= 80 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 269 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 175 PLF Floor Uniform Live Load: wL -floor= 140 PLF Floor Uniform Dead Load: wD -floor- 53 PLF Beam Self Weight: BSW= 12 PLF Combined Uniform Live Load: wL= 409 PLF Combined Uniform Dead Load: wD= 320 PLF Combined Uniform Total Load: WT= 728 PLF Controlling Total Design Load: wT -cont= 728 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 _perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1006 PSI Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2276 FT -LB 2.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1275 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= 27.14 IN3 S= 78.43 IN3 Area (Shear): Areq= 19.56 IN2 A= 50.88 IN2 Moment of Inertia (Deflection): Ireq= 31.51 IN4 1= 362.75 IN4 Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 10 Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 160.1% Controlling Factor: Area/ Depth Required 5.44 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS 2000 1000 Shear (Ibs) 0 -1000 -2000 3000 1500 Moment (ft -lb) 0 -1500 -3000 -0.03 -0.015 Deflection (in) 0 0.015 0.03 Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment: Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. • Combination Roof and Floor Beam[ 2000 International Building Code (97 NDS) ] Ver: 6.00.7 By: Bruce S. Mac Veigh , Bruce S. Mac Veigh on: 03 -06 -2006 Project: HAKIMI - Location: Foundation plan Header # 10 Summary: 5.5 IN x 9.25 IN x 5.0 FT / #2 - Douglas Fir -Larch -Dry Use Section Adequate By: 160.1% Controllinq Factor: Area/ Death Required 5.44 In LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1022 Lb 799 Lb 1821 Lb 0 Lb B 1022 Lb 799 Lb 1821 Lb 0 Lb Span Uniform Loading Live Load Dead Load Self Weight Total Load W 409 Plf 307 Plf 12 Plf 728 Plf • Span = 5 ft Footing Design ( 2000 International Building Code (97 NDS)1 Ver: 6.00.7 By: Bruce S. Mac Veiqh , Bruce S. Mac Veigh on: 03-06 -2006: 12:23:11 AM Proiect: HAKIMI - Location: footing under beam # 3s and 3 and 4 Summary: Footing Size: 2.75 FT x 2.75 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (4) min. Footing Loads: Live Load: PL= 2962 LB Dead Load: PD= 7360 LB Total Load: PT= 10322 LB Ultimate Factored Load: Pu= 15339 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 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= 2.75 FT Length: L= 2.75 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Steel) Column Width: m= 4.00 IN Column Depth: n= 4.00 IN Baseplate Width: bsw= 4.00 IN Baseplate Length: bsl= 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1365 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 7.51 SF Area Provided: A= 7.56 SF Baseplate Bearing: Bearing Required: Bearing= 15339 LB Allowable Bearing: Bearing - Allow= 47600 LB Beam Shear Calculations (One Way Shear): Beam Shear: Vu1= 3835 LB Allowable Beam Shear: vC1= 17531 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 41.00 IN Punching Shear: Vu2= 13860 LB Allowable Punching Shear (ACI 11 -35): vc2 -a= 65344 LB Allowable Punching Shear (ACI 11 -36): vc2 -b= 88188 LB Allowable Punching Shear (ACI 11 -37): vc2 -c= 43563 LB Controlling Allowable Punching Shear: vc2= 43563 LB Bending Calculations: Factored Moment: Mu= 48865 IN -LB Nominal Moment Strength: Mn= 170298 IN -LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.45 IN Steel Required Based on Moment: As(1)= 0.22 IN2 Minimum Code Required Reinforcement (Shrinkagefremperature ACI- 10.5.4): As(2)= 0.66 IN2 Controlling Reinforcing Steel: As -reqd= 0.66 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 11.50 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. • LJ All information for construction is detailed to the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are list below. If these conditions are not present at the site these calculations are void and Bruce S. Mac Veigh and Allan Design must be contacted immediately. Introduction: This engineering report summarized the results of the lateral and gravity load engineering services for the proposed structure. Lateral load modeling was completed with Wood Works Design Offices (WWW. Wood Works — software .com 800 - 844 - 1275). Wood works was developed with technical guidance from the America Wood Council. Scope of Services: The purpose of our services is engineering analysis and design to resist lateral and gravity loads in accordance with the 2003 IBC. Our services extend form the mudsill up to the roof. Foundations are engineered to support the structure on a flat surface with 2000 psf soil bearing. Special foundation for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required change to the architectural plan prior to start of work Change may include additional foundation of footing beam size changes siding changes etc. is CODE CRITERIA MATERIAL Building Codes 2003IBC Seismic Zone # 3 Period T (Sec) 0.109645 Response Mod Factor 6.0 Soil Profile D Seismic Source Type A Distance to Source 0 Reliability Factor Rho 1 Wined Zone 85mph Exposure B SOIL CRTERIA Soil Consultant None Soil report # None Bearing Pressure Req'd 1500 PSFuno Bering Depth 18" MATERAIL CRITERIA Concrete (28 days Strength) Foundation and Slab Fc= 2500 psi Structural Slab Fc= 2500 psi Walls Fc= 2500 psi is Reinforcing Steel ASTM A -615 Grade 60 PLAYWOOD CRITERIA Roof. 15/32 cdx or osb PI =24/0 Floor: 3/4 T& G cdx or osb -PI =28/24 LOADING CRITERIA FOR ROOF AND/ OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt shingles 3.0 Sheathing or Decking 15 /32CDX 1.5 Insulation R38 3.0 Ceiling 5 /8GWB 2.8 Fixtures - Mech. 2.6 Electrical Point Loads Framing Truss 2.1 0 2 9 TOTAL DEAD LOAD = 15 PSF comp 20 PSF tile LIVE LOAD Snow- 25 PSF( Non reducible) Ceiling Only -10 PSF Increase in Fb and Fv of 15% allowed for Duration of load when noted. LOADING CRITERIA FOR FLOOR ITEM MATERIAL LOAD PSF Floor Sheathing 3/4" T &G CDX 2.3 Ceiling ' /2 "GWB 2.2 Fixtures - Mech. Electrical Point Loads 1.02 Framing, Joists TJI or BCI 2.48 Beams 1.0 TOTAL DEAD LOAD FLOOR = 10 PSF Floor live loads Residential - 40 psf (reducible) Office - 50 psf (reducible) Assembly -100 psf (non - reducible) private Garage Corridors and Exits - 100psf (reducible) 3 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN I WoodWorksO Shearwalls 2004b 0amil 2.wsr Project Information COMPANY AND PROJECT INFORMATION Company Project Brce S. Mac Veigh Jamil Hakimi 306 South 7th St. suite 210 B '14251 Macadam RD.S Tacoma, WA 98402 (Tukwi4a , WA 98168 253 383 -3560 DESIGN SETTINGS Mar. 5, 2006 19:01:42 INFORMATInm IBC Occupancy Design Code Wind Standard Seismic Standard IBC 2003 ASCE -7 98 ASCE -7 98 Wind Capacity Increase Load Combinations Wind Building Code Capacity Reduction Shear C&C Panels 0.70 Seismic ASCE -7 98 equivalent Wind Seismic 1.40 1.60 1.00 Wind 1.00 1.00 Design Category D Nail Withdrawal Modification Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service Shape Height Length (within story) (between stories) 1.60 T< =100F Dry Dry Fundamental Period 0.50 - NS Maximum Height -to -width Ratio Site Location: - T Used Approximate Ta Plywood Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Response Factor Shearwall Relative Rigidity: Designed capacity using flexible distribution 6.00 Hold -down Forces: Based on applied shearline force Seismic Materials: Include gypsum on exterior walls INFORMATInm IBC Occupancy ASCE -7 Equivalent Category II - All others Category II - All others Wind Seismic ASCE -7 98 general analytic method for all bldgs ASCE -7 98 equivalent lateral force procedure Design Wind Speed 85mph Use Group I Exposure Exposure B Design Category D Enclosure Enclosed . Site Profile Class D Topographic. Information [ft] Spectral Response Acceleration Shape Height Length S1:0.400g Ss:0.750g Fundamental Period E -W NS - - - Site Location: - T Used Approximate Ta 0.088s 0.088s 0.088s 0.088s - - Maximum T 0.105s 0.105s Response Factor 6.00 6.00 C] �l WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 1 Structural Data ORY INFORMATION RI nCK and RnnF INFORMATION Story Floor /Ceiling Wall Elev Ift] Depth in Height Ift] Ceiling 10.83 0.0 Level 2.83 10.0 8.00 Foundation 2.00 RI nCK and RnnF INFORMATION • Block Dimensions ft Face Type Roof Panels Sloe Overhang ft Block 1 1 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 1.00 Extent X,Y = 30.00 27.50 South Gable 90.0 1.00 Ridge X Location, Offset 15.00 0.00 East Side 23.0 2.00 Ridge Elevation, Height 17.20 6.37 West Side 23.0 2.00 • WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 1 MATERIALS by WALL GROUP Wall Sheathing [in] Fasteners Spcg [in] Framing Members [in] Apply Grp Surf Material Thick Orient Size Type Edg Fld Blkg Species G S c Notes 1 Ext SS incl. OSB 7/16 Vert 8d Nail 6 12 yes Hem -Fir 0.43 16 1,3 Int Gyp WB 1 -ply 1/2 Horz 5d Nail 7 7 yes Hem -Fir 0.43 16 Notes: 1. Capacity has been reduced according to IBC specific gravity adjustment. 3. Shear capacity for current design has been increased to the value for 15132" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. • • WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 200619:01:42 1 ,gMfiHEARLINE, WALL and OPENING DIMENSIONS North-South Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) X ft Start End Ift] Ift] Ift] Line 1 Level 1 Line 1, Level 1 Seg 1 0.00 0.00 16.50 16.50 0.00 8.00 Wall 1 -1 Seg 1 0.00 0.00 16.50 16.50 0.00 Opening 1 3.00 6.50 3.50 3.50 Opening 2 8.00 11.00 3.00 6.67 Opening 3 12.00 15.00 3.00 3.00 Line 2 Level 1 Line 2, Level 1 Seg 1 10.50 0.00 27.50 27.50 11.00 8.00 Wall 2 -1 Seg 1 10.50 16.50 27.50 11.00 11.00 Line 3 Level 1 Line 3, Level 1 Seg 1 30.00 0.00 27.50 27.50 21.50 8.00 Wall 3 -1 Seg 1 30.00 0.00 27.50 27.50 21.50 Opening 1 5.00 11.00 6.00 6.67 East -West Type Wall Location Extent [ft] Length FHS Height Shearlines Group(s) Y ft Start End ft ft Ift) Line A Level 1 Line A, Level 1 Seg 1 0.00 0.00 30.00 30.00 11.50 8.00 Wall A -1 Seg 1 0.00 0.00 30.00 30.00 11.50 Opening 1 1.00 4.50 3.50 3.50 Opening 2 10.50 13.00 2.50 2.50 Opening 3 18.50 21.50 3.00 6.67 Opening 4 23.50 28.00 4.50 4.50 Line B Level 1 Line B, Level 1 Seg 1 16.50 0.00 30.00 30.00 10.50 8.00 Wall B -1 Seg 1 16.50 0.00 10.50 10.50 10.50 Line C Level 1 Line C, Level 1 Seg 1 27.50 10.50 30.00 19.50 15.00 8.00 Wall C -1 Seg 1 27.50 10.50 30.00 19.50 15.00 Opening 1 14.50 16.50 2.00 2.00 Opening 2 20.50 23.00 2.50 2.50 • WoodWorks® Shearwalls jami[ 2.wsr Mar. 5, 2006 19:01:42 Loads SHEAR LOADS Level1 Block F Element Load Wnd Case Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Ht Ift] Block 1 W W - >E Wind Line -1.00 0.00 7.7 Block 1 W W ->E Wind Line 0.00 16.50 32.2 Block 1 W W ->E Wind Line 16.50 27.50 32.2 Block 1 W W - >E Wind Line 27.50 28.50 7.7 Block 1 E W ->E Lee Line -1.00 0.00 33.3 Block 1 E W ->E Lee Line 0.00 27.50 48.1 Block 1 E W ->E Lee Line 27.50 28.50 33.3 Block 1 W E - >W Lee Line -1.00 0.00 33.3 Block 1 W E - >W Lee Line 0.00 16.50 48.1 Block 1 W E ->W Lee Line 16.50 27.50 48.1 Block 1 W E - >W Lee Line 27.50 28.50 33.3 Block 1 E E ->W Wind Line -1.00 0.00 7.7 Block 1 E E - >W Wind Line 0.00 27.50 32.2 Block 1 E E - >W Wind Line 27.50 28.50 7.7 Block 1 S S - >N Wind Line 0.00 15.00 24.6 63.8 Block 1 S S - >N Wind Line 15.00 30.00 63.8 24.6 Block 1 N S - >N Lee Line 0.00 10.50 15.4 32.5 Block 1 N S - >N Lee Line 10.50 15.00 32.5 39.8 Block 1 N S - >N Lee Line 15.00 30.00 39.8 15.4 Block 1 S N - >S Lee Line 0.00 15.00 15.4 39.8 Block 1 S N ->S Lee Line 15.00 30.00 39.8 15.4 Block 1 N N - >S Wind Line 0.00 10.50 24.6 52.0 Block 1 N N ->S Wind Line 10.50 15.00 52.0 63.8 Block 1 N N ->S Wind Line 15.00 30.00 63.8 24.6 0 • WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 AlIkVIND C&C LOADS Up Block Building Face Level Magnitude [pst] Interior End Zone Block 1 West 1 14.1 17.4 Block 1 East 1 14.1 17.4 Block 1 South 1 14.1 17.4 Block 1 North 1 14.1 17.4 f LJ • WoodWorks® Shearwalls jami[ 2.wsr Mar. 5, 2006 19:01:42 UILDING MASSES evel1 Force Dir Building Element Block Shear Line Profile Location [ft] Start End Magnitude Trib [lbs,pif,psf] Width Start End Ift] E - >W Roof Block 1 1 Line -1.00 28.50 170.0 170.0 E ->W Roof Block 1 3 Line -1.00 28.50 170.0 170.0 N ->S Roof Block 1 A Line -2.00 32.00 147.5 147.5 N ->S Roof Block 1 C Line -2.00 32.00 147.5 147.5 N - >S L Gable Block 1 A Line 0.00 15.00 63.7 0.0 N - >S R Gable Block 1 A Line 15.00 30.00 0.0 63.7 N ->S R Gable Block 1 C Line 0.00 15.00 63.7 0.0 N ->S L Gable Block 1 C Line 15.00 30.00 0.0 63.7 All Wall 1 -1 n/a 1 Line 0.00 16.50 40.0 40.0 All Wall 2 -1 n/a 2 Line 16.50 27.50 40.0 40.0 All Wall 3 -1 n/a 3 Line 0.00 27.50 40.0 40.0 All Wall A -1 n/a A Line 0.00 30.00 40.0 40.0 All Wall B -1 n/a B Line 0.00 10.50 40.0 40.0 All Wall C -1 n/a C Line 10.50 30.00 40.0 40.0 • WoodWorks® Shearwalls jami[ 2.wsr Mar. 5, 2006 19:01:42 1 ISMIC LOADS wel 1 Force Profile Dir E - >W Line E - >W Point E - >W Line E - >W Point E - >W Line E - >W Point E - >W Line N - >S Line N ->S Point N - >S Line N ->S Point N ->S Line N - >S Line N - >S Point N - >S Line Location [ft] Start End -1.00 0.00 0.00 0.00 0.00 16.50 16.50 16.50 16.50 27.50 27.50 27.50 27.50 28.50 -2.00 0.00 0.00 0.00 0.00 10.50 10.50 10.50 10.50 15.00 15.00 30.00 30.00 30.00 30.00 32.00 Mag [lbs,plf,psf] 34.0 216 42.0 42 42.0 174 34.0 29.5 66 37.5 44 46.4 50.2 110 29.5 34.0 216 42.0 42 42.0 174 34.0 29.5 66 46.4 44 50.2 37.5 110 29.5 All loads entered by the user or generated by program are specified (unfactored) loads. The program will apply a load factor of 0.70 and reliability/redundancy factor to seismic loads before distributing them to the shearlines. • • WoodWorks® Shearwalls jamil 2.Wsr Mar. 5, 2006 19:01:42 Flexible Diaphragm Wind Design GHEAR RESULTS uth W For Shear Force [plf] Allowable Shear [plf] Crit. es G Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V Ibs Res . F Ln2, Levl 1 Both 1501 54.6 136.5 125 339 1.00 A 464 5099 0.29 Line 3 Ln3, Levl 1 Both 652 23.7 30.3 125 339 1.00 A 464 9966 0.07 East -West W For Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Ld. Case V Ibs V/L V /FHS Int Ext Co C Total V jibs] Res p. Line A Level 1 LnA, Levl 1 Both 703 23.4 61.2 125 339 1.00 A 464 5330 0.13 Line B LnB, Levl 1 Both 1104 36.8 105.2 125 339 1.00 A 464 4867 0.23 Line C LnC, Levl 1 Both 483 24.7 32.2 125 339 1.00 A 464 6953 0.07 c;- Sneatntng c;omdinanon: A- Aoo CapaCines, s- Strongest only; x- Strongest or twice weaKest. r� 0 WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 1 nRArQTQI IT Amn Nnl nnnWN FnRrFS Line- Wall Position on Wall Or Opening Location [ft] X Y Ld. Case Holddown Force [Ibs] Shear Dead Uplift Cmb'd Dragstrut Force Ibs Line 2 2 -1 Left Wall End 10.50 16.50 1092 1092 901 2 -1 Right Wall End 10.50 27.50 1092 1092 Line 3 3 -1 Left Wall End 30.00 0.00 242 242 3 -1 Left Opening 1 30.00 5.00 242 242 33 3 -1 Right Opening 1 30.00 11.00 242 242 109 3 -1 Right Wall End 30.00 27.50 242 242 Line A A -1 Right Opening 1 4.50 0.00 489 489 106 A -1 Left Opening 2 10.50 0.00 489 489 121 A -1 Right Opening 2 13.00 0.00 489 489 62 A -1 Left Opening 3 18.50 0.00 489 489 270 Line B B -1 Left Wall End 0.00 16.50 841 841 B -1 Right Wall End 10.50 16.50 841 841 718 Line C C -1 Left Wall End 10.50 27.50 257 257 C -1 Left Opening 1 14.50 27.50 257 257 30 C -1 Right Opening 1 16.50 27.50 257 257 20 C -1 Left Opening 2 20.50 27.50 257 257 10 C -1 Right Opening 2 23.00 27.50 257 257 52 C -1 Right Wall End 30.00 27.50 257 257 tread load contnpunon to commea rorce is racrorea oy 7. uu ioao comornauon racror • r � U 10 WoodWorks® Shearwalls jami[ 2.wsr Mar. 5, 2006 19:01:42 Wind Suction Design O-OMPONENTS AND CLADDING by SHEARLINE • • 11 North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist 1 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 2 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 3 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 East -West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 B 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 C 1 1 17.4 48.0 0.36 23 19 68 0.34 0.28 1.00 1.00 • • 11 WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 1 Flexible Diaphragm Seismic Design ISMIC INFORMATION Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.12 D SHEAR RESULTS North -South Building Area Story Shear [Ibs] Shear Ratio Rmax Reliability Factor p Mass Ibs [s -ft E -W N-S E -W N-S E -W N-S Level 16540 710 1654 1654 0.357 0.586 -0.10 0.72 Structure 16540 - 1654 1654 - - 1.00 1.00 Vertical Earthquake Load Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.12 D SHEAR RESULTS North -South W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs WL V /FHS Int Ext Co C Total V Ibs Res p. Line 2 Level 1 Ln2, Levl 1 Both 1.0 1.0 747 27.2 67.9 125 242 1.00 S 242 2660 0.28 Line 3 Ln3, Levl 1 Both 1.0 1.0 411 14.9 19.1 125 242 1.00 S 242 5199 0.08 East -West W For H/W Fact. Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs V/L WFHS Int Ext Co C Total V Ibs Res p. Line A Level LnA, Levl 1 Both 1.0 1.0 417 13.9 36.3 125 242 1.00 S 242 2781 0.15 Line B LnB, Levl 1 Both 1.0 1.0 434 14.5 41.3 125 242 1.00 S 242 2539 0.17 Line C LnC, Levl 1 Both 1.0 1.0 307 15.7 20.5 125 242 1.00 S 242 3627 0.08 C- Sheathing Combination: A- Add capacities; S- Strongest only; X- Strongest or twice weakest. • • 12 WoodWorks® Shearwalls jamil 2.wsr Mar. 5,2006 19:01:42 AmPRAGSTRUT AND HOLDDOWN FORCES eve' 1 Line- Wall Position on Wall Or O en'n Location [ft] X Y Holddown Force [Ibs] Shear Dead Uplift Cmb'd Dragstrut Force Ibs Line 2 2 -1 Left wall End 10.50 16.50 543 543 448 2 -1 Right Wall End 10.50 27.50 543 543 Line 3 3 -1 Left Wall End 30.00 0.00 153 153 3 -1 Left Opening 1 30.00 5.00 153 153 21 3 -1 Right Opening 1 30.00 11.00 153 153 69 3 -1 Right Wall End 30.00 27.50 153 153 Line A A -1 Right Opening 1 4.50 0.00 290 290 63 A -1 Left Opening 2 10.50 0.00 290 290 72 A -1 Right Opening 2 13.00 0.00 290 290 37 A -1 Left Opening 3 18.50 0.00 290 290 160 Line B B -1 Left Wall End 0.00 16.50 330 330 B -1 Right Wall End 10.50 16.50 330 330 282 Line C C -1 Left Wall End 10.50 27.50 164 164 C -1 Left Opening 1 14.50 27.50 164 164 19 C -1 Right Opening 1 16.50 27.50 164 164 13 C -1 Left Opening 2 20.50 27.50 164 164 6 C -1 Right Opening 2 23.00 27.50 164 164 33 C -1 Right Wall End 30.00 27.50 164 164 Dead load contribution to combined force is factored by 0.516 due to load combination factor and vertical seismic force • • 13 0 WoodWorks® Shearwalls jamil 2.wsr Mar. 5, 2006 19:01:42 14 1-1 E jamil 2.wsw • Level 1 of 1 • WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 2004b Mar. 5, 2006 19:07:14 30' 0' 5' 10' 15' 20' 25' 30' C -1 2 N 2 B-1 I 1 E 1 1 0' 5' 10' 15' 20' 25' 30' [—] I WoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN jamil 2.wsw WoodWorks@ Shearwalls 2004b Mar. 5, 2006 19:07:14 • • • C&C 3-1 Interior 14.1 End Zone 17.4 5' 30.3 30.3 --A S242 S 242 S242 S242 0. Shearwall 1, Group 1 Ext Sheath: 7/16" Str. Sheath. incl.OSB Nails: 8d @ 6/12" 68 lbs:: Shear: 338.5 plf, C&C: 48 psf Withdr: Load 23.2 lbs Cap 68.06 lbs Int Sheath: 1/2" Gypsum VVBoard 1 -ply Nails: 5d @ 717" Shear: 125 plf Frame Hem-Fir @ 16" Blocked 0. 5. 10, 15, 20' 30' 10 -11 -10 Jennifer: We got the boxes back from the microfilm vendor today. I checked box L517, and it had an OUT card in it for this file (D06 -089). The attached bar code sheet was also in there. I don't know if that's something you created or the microfilm vendor. I assume they filmed the OUT card when they filmed this box; I think that's standard procedure. Therefore, I am returning this file to you to be held and filmed with other out -of- sequence files at a later date. �61 • • - 11 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 07 -28 -2006 TOM WHITMORE 18425 222 AV E ORTING WA 98360 RE: Permit Application No. D06 -089 14251 MACADAM RD S TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 03/20/2006, has not been issued by the City of Tukwila Permit Center. Per the International Building Code and/or the International Mechanical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become:null and void. Your permit application expires on 09/16/2006. If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, . demonstrating justifiable cause, will need to be received at the Perniit Center prior to your expiration date of 09/16/2006. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date.. In the event you do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Y` e i M rshall .t ician xc: Permit File No. D06 -089 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 I I - 1 / -• 9 1 df July 11, 2006 to is City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Tom Whitmore 18425 222 Av E Orting, WA 98360 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -089 Hakimi Residence —14251 Macadam Rd S Dear Mr. Whitmore: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and . reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building Fire, and Public Works Departments have no comments. Planning Department: Brandon Miles, at 206 431 -3684, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable, revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. encl File No. D06 -089 P:VennifeACorrection Letters\2006006 -089 Correction Ltr NIMOC jern 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 e Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 r 0 • PLANNING DIVISION COMMENTS DATE: July 3, 2006 CONTACT: Tom Whitmore RE: D06 -089 ADDRESS: 14251 Macadam Rd S ZONING: LDR The Planning Division of DCD has reviewed the above permit application. Certain modifications need to be made to the plans prior to approval of the above permit application. 1. The property contains wetland 24 which is a type 2 wetland. A type 2 wetland has a required 80 foot buffer around the edge of the actual wetland. According to City maps the existing house is within the City wetland buffer. The proposed addition will also be within the wetland buffer. The addition may not be located within a wetland buffer. A wetland report, prepared by a qualified expert is required to be submitted with this building permit application. If the wetland report shows that the proposed addition will be located outside of the wetland buffer, no additional items are needed. However, if the addition is within the wetland buffer, the property owner my request via Special Permission from the Director to have the size of the wetland buffer reduced. A buffer may be reduced up to 50 percent. However, a buffer cannot be reduced if the buffer area contains slopes in excess of 15 percent. Any request to reduce the size of a buffer must include an enhancement plan for the remaining buffer area on the applicant's property. The person who prepared the wetland report should also prepare the enhancement plan. = \1 - 1 1 1 1 11111 \ \ \. •, � -� June 7, 2006 Tom Whitmore 18425 222 Av E Orting, WA 98360 City of Tukwila Department of Community Development RE: Letter of Incomplete Application # 2 Development Permit Application D06 -089 Hakimi Residence — 14251 Macadam Rd S Dear Mr. Whitmore: 0. Steven M. Mullet, Mayor Steve Lancaster, Director This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on May 30, 2006 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following department(s) needs to be addressed: Building Deaartment: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the following comment. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or bv: a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely te'f� r ar shat Mrs Enclosures File: Permit D06 -089 P:Vennifer\Incomplete Letters\2006\1306 -089 Incomplete Ltr #2.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: June 1, 2006 Project Name: Hakim! Residence Permit #: D06-089 Plan Review: Allen Johannessen, Plans Examiner A Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). If applicable, Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1 The site plan provided does not identify storm drainage or footing drains. Typically site plan details shall identify a footing drain or a foundation water discharge system. Show footing and storm drains. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in a basement or crawl space. 2 Footing and storm drains may drain to the curb depending on .the slope from the foundation. Provide a detail on the site plan for the discharge system or indicate where footing drains have adequate slope to a curb or storm drain. Should there be questions concerning the above requirements, contact the Building Division at 206 -431 -3670. No further comments at this time. - 11 1 - • 111 14 �. 11111 \ \� • , � 04 -04 -2008 JAMAL HAKIMI 14251 MACADAM RD S TUKWILA WA 98168 City of Tukwila Jim Haggerton, Mayor Department of Community Development RE: Permit No. D06 -089 14251 MACADAM RD S TUKW Dear Permit Holder: Jack Pace, Director In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and Provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/07/2008, your permit will become null and void and any further work on the project will require a new permit.and associated fees. Thank you for your cooperation in this matter. Sincerely, e fer Marshall, P 't Technician xc: Permit File No. D06 -089 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 O.`� W r jj) % 1908 March 21, 2006 Tom Whitmore 18425 222 Av E Orting, WA 98360 0 41 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -089 Hakimi Residence — 14251 Macadam Rd S Dear Mr. Whitmore: This letter is to inform you that your application received at the City of Tukwila Permit Center on March 20, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department(s) needs to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the following comment. 1. Provide a site plan the same size as plan sheets. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be . resubmitted with the appropriate revision block. In order to better expedite your resubmittal a. `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messeneer service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely dl�I ^4� IVI- �J r arshall t clini cian Enclosures File: Permit D06 -089 P:UenniferVncomplete L.etters\2006\D06 -089 Incomplete Ur #I.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 \III I • III I 1 March 2, 2007 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Jamal Hakimi 14251 Macadam Rd S Tukwila WA 98188 RE: Request for Extension - -- Development Permit N6 06 -089 Mechanical Permit No. Plumbing/Gas Piping Permit No. PG06 -172 Hakimi Addition —14251 Macadam Rd S Dear Mr. Hakimi: This letter is in response to your written request for an extension to Permit Nos. D06 -089, M06 -052, and PG06 -172. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permit for an additional 180 days (through October 2, 2007). If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, e i r arshall Permit echnician File: Permit No. D06 -216 P:Vennife>1Extension Letters\Petmits\2006\D06 -089+ Pemut Extension.doc jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • I� iFA (Z- CI* to of = W 1 LA - 2 - o - Pte• � / �- c�-n�7� -iL o j N u a— 0g 1c p G o 6 —1+-2 Mai 0 2 toot CENTEk TC2) P-� Cj l,6-sr F ►tea �-y Y o uK k O ND cQ �J sl rD R A tAO Q -rU ex "IV Pl=-2 M 1 'T- 1� I �® P► `� S . T- M j/ $U(LDI Q!S '/F-t- /3CCf1 u W I+E#') I -'C;-OT- R My PO-''A lT— rl `(' WAS l2 A i Nl LJ Sl. So N NVD g�C' AtArS b 5 t � 1 IJ � 1� L 5 7�M � �'-� S = `�- Cot.�•� -EJ �Vb �" g`MQ�•U'L1 • w A iT- t-00L K • 4 O. K, 4v gAa Mod - o5z P(o - 17Z t7 D [ o-,7 11 1 1 1 1908 03 -01 -2007 JAMAL HAKIMI 14251 MACADAM RD S TUKWILA WA 98168 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D06 -089 14251 MACADAM RD S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in wrOlum and Provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/02/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. ' Sincerely, ifer Ma shall, Permit Technician xc: Permit File No. D06 -089 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 ok( r :2 1908 TO: FROM RE: DATE: Ciry of Tukwila Department of Community Development Applicant File (D06 -089) Brandon J. Miles, Assistant Planner�3n Wetland Reconnaissance Evaluation October 2, 2006 Steven M. Mullet, Mayor Steve Lancaster, Director As part of the development application (D06 -089) the City required the applicant to investigate the wetland on his property. The applicant presented a "Wetland Reconnaissance" prepared by Agua Tierra" dated July 26, 2006. The reconnaissance was not a full delineation and according to the reconnaissance there is no wetland on the property. Brandon Miles, Assistant Planner and Sandra Whiting, Urban Environmentalist conducted a field visit of the site and concluded that a wetland was located on the property, however the applicant's proposed construction would be outside of the buffer. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 iPERMIT COORD COPY 0 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -089 DATE: 08 -02 -06 PROJECT NAME: HAKIMI RESIDENCE SITE ADDRESS: 14251 MACADAM RD S Original Plan Submittal Response to Incomplete Letter X Response to Correction Letter # 1 Revision # before Permit Issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention ❑ Structural ❑ P a�g Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -3 -06 Complete i 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 ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: eDDarniei c nQ rORRECTIONS• Approved ❑ Notation: Approved with Conditions REVIEWER'S INITIALS: DUE DATE: 08 -31 -06 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 � PERMIT COORD COpY 0 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -089 DATE: 06 -30 -06 PROJECT NAME: HAKIMI ADDITION SITE ADDRESS: 14251 MACADAM RD S Original Plan Submittal X Response to Incomplete Letter # 2 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: B Nli D ivl so, on Fire Prevention ❑ PknK g ki ision Public Works ❑ Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07-06-06 Complete d 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 ROUTING: Please Route 9 Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08-03-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) V Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping U6 PW ❑ Staff Initials: Documentstrouting slip.doc OdOO 0003 11wa3a PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -089 PROJECT NAME: HAKIMI RESIDENCE SITE ADDRESS: 14251 MACADAM RD S DATE: 05 -30 -06 Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: I I Btlirdtg iviWs-ion� fv Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -01-06 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED - LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg, Fire E] Ping E] PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06-29-06 Approved ❑ Approved with Conditions[—] Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 0 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -089 PROJECT NAME: HAKIMI RESIDENCE SITE ADDRESS: 14251 MACADAM RD S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: Bu4i, ng ivi ion P blic Works Ku- DATE: 03 -20 -06 Response to Incomplete Letter # Revision # After Permit Issued 51I *vb 3 • ?� •o(� Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete d Comments: Planning Division Permit Coordinator ❑ DUE DATE: 03-2 1 -06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 0&2-J ,6R1 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials:j� - tt TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04 -18-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2.28 -02 0 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http:11www.ci.tukwila.wa.us ''' P �'� r - x«,;a» <' ,,r_ y •.. - lira -� - K +.i- +�'r.�'v s� .. _ ., ;d r .REVISION SiTB1VIITT�AL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # J— Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: I-\ A `et M S1 \ 1V C 1=' Project Address:. 2_�) M /mil A D 'Pats s Contact Person: '`1'o M l4 j- MA NO E2C Phone Number: Summary of Revision: Y OF n,KWL4 AUG 2006 PERWCEUrM Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 0 Entered in Permits Plus on 0 \applications\forms- applications on Tine evisioG n submitta Created: 8 -13 -2004 Revised: # 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director � REVISION SUBMITT =AL . �. Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ,[->,o � — 08R Date: (,-- 3 0 — O G Plan Check/Permit Number: c� Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project erryWT WU JUN 3 0 2006 PERAAI r CENTER Contact Person: :TM4,\ Phone Number: _L-&COZ 21(-0 Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \app ications orms- applications on aineVevision su mittal Created: 8 -13 -2004 Revised: 0 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 - 431 -3665 Web site: hQ.-11www.ci.tukwila.wa.us °4 REVISION SITBMITTAL;- ;., Revision submittals must be submitted in person at. the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5 ' j-0 617 Plan Check/Permit Number: tQ —� Response to Incomplete Letter # Response to Correction Letter # "COVED ❑ Revision # after Permit is Issued GtTY OF TUkWt1A ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: V-kA\e !A � Project Address: `I4 rn MAY 3 0 2006 Contact Person: i -TLL1 OP-5F Phone Number: 8 4 —211 a Summary of Revision: c. i V �� c� JJ � x: e 2,4-9 � CZ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: )a 14A J A A Entered in Permits Plus on pp ications orms- applications on Ime\revision submittal ' Created: 8 -13 -2004 Revised: CITY OF TUKWILA \= Community Development Department J° Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA, 98188 Permit Center /Building Division: 206 -431 -3670 Public Works Department: . 206433 -0179 Planning Division: 206 - 431 -3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO.: t V 0 r M STATE OF WASHINGTON) )ss. COUNTY OF KING ) t1 . V— `� 1 , states as follows: [please print] 1. 1 have made application for a building permit from the City of Tukwila, Washington. 2. 1 understand that state law requires_ that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. 1 understand that prior to issuance of a building permit for work which is to be done'by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, 1 consider the work authorized under this building permit to be exempt under No. and will therefore not be performed by a .registered contractor. I understand that I may be waiving certain rights that I might otherwise'have under state law in any decision to engage an unregistered contractor to perform construction work. `sS., N F,�AC�- o`r OTAgy 9N; �:. PUBLIC' :•_: �0: ���; •.5;16 -06 � '�__ f,t',1 OF`WAsk" Napplications\8 -2004 affidavit in lieu of contractor registration Signed and sworn to before me this 20, day of March , 200 6 Qt &4' NOTARY PUBLIC in and for State of Washington, Residing at K01 , County. Name as commissioned: Alice AI Pen C My commission expires: 6—/6-09 0 18.27.090 Exemptions. This chapter shall not apply to: 1. 2. An authorized representative of the United States -Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district. or other municipal or political corporation or subdivision of this state; 3. Officers of the court when they are acting within the scope of their office; 4. Public .utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 5. Any construction, repair or., operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or, gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; , 6. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of the structure; Any construction, alteration, improvement or repair of personal property, except this chapter shall apply to all mobile, manufactured housing. A mobile /manufactured home may be installed, set up, or.repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 8. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 9. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 10. Any work or operation on one undertaking or project by one or more contractors, the aggregate contract price of which for labor and materials and all other items is less than $500.00, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in all. instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into \applications\8 -2004 affidavit in lieu of contractor registration 9 contracts of amounts less than $500.00 for the purpose of the evasion of this chapter .,or otherwise.. The exemption. prescribed in this subsection does not apply to a person who advertises or puts out any 'sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the' business of contractor; 11. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or. reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except then any of the above work is performed by a registered contractor; 12. An owner who contracts for a project with a registered owner; 13. Any person working on his own property, whether occupied by.him or not, and any person working on his residence, whether owned by him or not but his.. exemption shall _ not . apply to any person otherwise covered by this chapter who constructs an improvement on his own property ' with the intention and for the. purpose of selling the improved property; 14. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 15. A licensed architect or civil or professional engineer acting solely in his professional-capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 16. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 17. Contractors,.-On, .highway.projects who have been prequalified Asirequired ,by chapter 13 of the Laws of 1961, RCW,47.28.070 with the department of transportation to perform, highway construction, reconstruction, or maintenance work. SEPARATE PERMIT REQUIRED FOR o Mechanical gectrical Plumbing 0 Gas Piping City of Tukwila BUILDING DIVISION r H• . PILE COPY fnftNo. subject Plan review o errors and omissions. of � documents dQes not autivartze violation of any a pted code or ordinance. Receirt Of approved Reid c:ondpaons Is acknowledged: BY City of Tukwila BUILDING DIVISION MaSgatiS No changes doll be made tom 1 scope og %,:pork without prior e pp Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. NEWTE I R LA INCOMPLETE LT R 2-__ CEJIY lRN MT3 F:7lnr 1 FOUNDATION /FIRST FLOOR: 2003 IBC Shearwall Wall Schedule: Shear Table Minimum Sheathing # 2306.3.4 Sheating Nailing Anchor Bolts __1- 260 7/16" O.S.S. 8d NAILS @ 6" O.C. edges 5/8" 36" O.C. 12" O.0 Field 2- 380 7/16" O.S.B. Sd NAILS @ 4" O.C. edges 5/8" 24" O.0 12" O.0 Field 3- 490 7/16" O.S.B. 8d NAILS @ 3" O.C. edges 5/8" 18" O.0 12" O.0 Field 4- 690 7/16" O.S.B. 8d NAILS @ 2" O.C. edges 5/8" 10" O.0 12" O.0 Field 1/2" GWB ON BOTH SIDES OF WALL, NAIL W/ 6d COOLERS OR WALL BOARD NAILS @ 7" O.C.(ALLOWABLE SHEAR =200PLF) 6- ALTERNATE: 1/2" GWB ON BOTH SIDES OF WALL, NAIL W/ 6d COOLERS OR WALL BOARD NAILS @ 4" O.C. 7- Blocking is required for inside walls 8- Framing material assumed to be used is HEM -FIRE. 9- Existing shear [ Holdown Schedule ]--=;[Gr. 1 /II Species] [ Simpson Strong -Ti,, Holdown ] HD Foundation Level Tye Stud Fastner Anchor Type to Stud Bolt F;PAHD 2 2 2 IW2A 3 HDSA 4 1-1772 2 5 6 7 8 9 F+"D 8 a HD8A HD10A } 14A FiD15 (2) 2x (2) 2x (2) 2x (2) 2x (2) 2x 6x 6x 6x 6x (10) 16d (2) 5/8 ",p (2)3/41'0 (32) I6d (3)7/8 "gip (3)7/8 "¢ (4)7 /8 "p (4) 1" Q (5) i" d 5/8 "0 3/4 "1 5/8'10 7/8 "0 7/8 "0 7/8 "Q 1" c 1-1/4"p Cap Kips 2.07 2.78 3.71 5.25 6.47 7.91 9.90 13.38 15.31. Detail Number 1 2 2 2 2 2 2 2 SIM [ rolddown Notes ] GENET L NOTES a) Minimum concrete cc-presive strength to be 2.5 ksi (17.2 PN?aa b) Refer t0 manufacturers' ers' catalogs for Minimui?Z distance to foundation Corner c) Refer to manufacturers' catalogs for min im:m backing m :ib er size. d) Refer to manufacturers' catalogs for anchor bolt C.J✓eC.e.t 4-.ot . ei Posts at h0?dGONi 2x & ` x ( 38rm x and 8 9 m x) --- :2 be be:,-.=r ( 140mm x ) - -- or better The anon - type hold downs at other 1 e- al s shall ha-7c. � a Pair, O c 1 above an one below, tied by a threaded ?..QC. i SIRES: 4/24/ RECEIVED CITY OF TLIKWILA MAR 2 0 2009 PERMIT CENTE►h 1 e 4 z / .• �i //--' ,„ ,A:77A,YI5 yEfyr:Ftur,;l`, :u 11 Tgr •e AtiK SECOND FLOOR PLAN: 2003 IBC Shearwall Wall Schedule: Shear Table Minimum Sheathing # 2306.3.4 Sheeting Nailing 1 260 7/16" O.S.B. 8d NAILS @ 6" O.C. edges 12" O ^C Field 2 380 7/16" O.S.S. 8d NAILS @ 4" O.C. edges 12" O.0 Field 3 490 7/16" O.S.B. 8d NAILS @3" O.C. edges 12" O.0 Field 4 690 7/16" Q.S.B. 8d NAILS @ 2" O.C. edges 12" O.0 Field S 1/2" GWB ON BOTH SIDES OF WALL, NAIL W/ 6d COOLERS OR WALL BOARD NAILS @ 7" O.C.(ALLOWABLE SHEAR = 200PLF) 6- ALTERNATE: 1/2" GWB ON 130TH SIDES OF WALL, NAIL W/ 6d COOLERS OR WALL BOARD NAILS @ 4" O.C. 7- Blocking is required for inside walls 8- Framing material assumed to be used is HEM -FIRE. 9- Existing shear 10- Concrete F--[ Hoidown Schedule ] [G? 1/II Spec .es] -_ [ Simpson Strom -Tie Koldown ] Other Le-z els Stud Type Fast: er to Stud Ti Rod Cap Kips Detail Number _-2 3 4 5 6 7 8 CS18 (2) CS20 (2)CS18 (2)C816 HD6A HDGA HD 8 A HD10A ED 10A 2x (2)2x (2) 2x (2) 2x (2) 2x 4x (2) 2x (2) 2x 6x (18) lCd (14)10d ea (i8)10d ea (22) 10d ea (2)7/8 "o (2)7/8"0 (3)7/8'10 (4)7/s"0 (4)7/8 "0 '�-.. .:k~ :.. off'• F"-r .. 4,1F zi p.1;a EXPIRES: 4/24/ e7 7 7 ,4.''76 RECEIVED CITY OF TUKWILA MAR 2 02008 PERMIT CENTEh 7/8'! 7/8 "q5 7/8 "m 7/8 "0 7 /8" 1.27 2.01 2.54 3.30 4.41 5.10 6.47 8.31 9.90 qg 6 bO(o 089 to 0n 1n to 01 d fe„. , 15442-5 222. . L .. 4E,Eco c.. ,` ,.l.�...... .. 4,12..,1 1 1 tZ51 . t'1 e. A.W.w1: .. °rta<-16)1 WA ............._ ......._-- Y..... �. framing plans elevations cross section a footing detail