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Home My WebLink AboutPermit D06-006 - La Pianta LLC - Paragon Pacific - Tenant ImprovementPARAGON PACIFIC 18270 SEGALE PK DR B D06 -006 City dr'Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206- 431 -3665 Web site: ci.tukwila.wa.us DEVELOPMENT PERMIT Parcel No.: 3523049119 Address: 18270 SEGALE PARK DR B TUKW Suite No: Number: 0 Tenant: Flood Control Zone: Name: PARAGON PACIFIC Address: 18270 SEGALE PARK DR B, TUKWILA WA Owner: Start Time: Name: LA PIANTA LLC Address: PO BOX 88028, TUKWILA WA Contact Person: Landscape Irrigation: Name: BARRY BENNETT Address: PO BOX 88028, TUKWILA WA Contractor: Name: LA PIANTA LLC Address: PO BOX 88028, TUKWILA WA Contractor License No: LAPIAL *00838 Permit Number: Issue Date: Permit Expires On: Phone: Steven M Mullet, Mayor Steve Lancaster, Director D06 -006 01/31/2006 07/30/2006 Phone: 206 396 -2012 Phone: 206 -575 -7000 Expiration Date: 04/01/2006 DESCRIPTION OF WORK: INTERIOR REMODEL TO CREATE ADDITIONAL 3000 SF OF OFFICE SPACE. INSTALL WINDOWS. INSTALL HANDICAP ACCESSIBILITY RAMP. Value of Construction: $120,000.00 Type of Fire Protection: SPRINKLERS Type of Construction: V -B Public Works Activities: Channelization Striping: N Curb Cut Access Sidewalk CSS: N Fees Collected: $2,266.29 International Building Code Edition: 2003 Occupancy per IBC: 0008 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 doc: IBC Permit D06 -006 Printed: 01 -31 -2006 City Ov Tukwila �w Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206431 -3665 Web site: ci.tukwila.wa.u.s *continued on next page doc: IBC Permit D06 -006 Printed: 01 -31 -2006 City oie Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 431 -3665 Web site: ci.tukwila.wa.us �w Steven M. Mullet, Mayor Steve Lancaster. Director Permit Number: D06 -006 Issue Date: 01/31/2006 Permit Expires On: 07/30/2006 Permit Center Authorized Signature: S I D Date:--Lt •;�71 'b(O I hereby certify that I have read and x mind is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be compiled 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 or the performance of work. I am authorized to sign and obtain this development permit. Signature: Date: /�3 //o C.0 Print Name: DE ,vn/E 7 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: IBC Permit DO6 -006 Printed: 01 -31 -2006 4 ��w� w City of Tukwila a Department of Community Development/ 6300 Southcenter BL, Suite 100/ Tukwila, WA 98188 (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 3523049119 Permit Number: D06 -006 Address: 18270 SEGALE PARK DR B TUKW Status: ISSUED Suite No: Applied Date: 01/05/2006 Tenant: PARAGON PACIFIC Issue Date: 01/31/2006 1: *BUILDING DEPARTMENT CONDITIONS 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special Inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final Inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: New suspended ceiling grid and light fixture installations shall meet the non building structures seismic design requirements of ASCE 7. 8: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 9: 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. 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building Inspector. No exception. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: 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). 14: 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 doc: Conditions D06 -006 Printed: 01- 31.2006 @Ci tY of Tukwila Department of Community Development/ 6300 Southcenter BL, Suite 100/ Tukwila, WA 98188 (206) 431 -3670 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. 15: *FIRE DEPARTMENT CONDITIONS 16: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 17: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B :C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3 -2.1) 18: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation Instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand -held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 19: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 20: Extinguishers shall be located in conspicuous locations where they will be readily accessible and Immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed Indicates the need for placement away from normal paths of travel. (IFC 906.5) 21: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that Indicates the month and year that the inspection was performed and shall Identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4-4) 22: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 23: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle Is engaged from inside the tenant space. (IFC Chapter 10) 24: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 25: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 26: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) doc: conditions DO6 -006 Printed: 01 -31 -2006 �.n.w a City of Tukwila Department of Community Development/ 6300 Southcenter BL, Suite 100/ Tukwila, WA 98188 (206) 431 -3670 27: Exit signs shall be illuminated at all times. To ensure continued Illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 28: Means of egress, Including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot candle (11 lux) at the Floor level. The power supply for the means of egress Illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 29: Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. (IFC 901.4) 30: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 31: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to Installation or modification. New sprinkler systems and all modifications to sprinkler systems Involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 32: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 33: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (IFC 505.1) 34: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 35: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 36: 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 doc: Conditions DO6.006 Printed: 01 -31 -2006 % Cit y of Tukwila Department of Community Development/ 6300 Southcenter BL, Suite 100/ Tukwila, WA 98188 (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: 1 //o Print Name: K n gg `l 3ENn/ET T doc: Conditions DOM06 Printed: 01 -31 -2006 CITY OFTUKWILA d` Community Developmentl%4artment Public Works Department Permit Center 1 D 0 B 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "Please Print SITE.LOCATION r King Co Assessor's Tax No.: 3SaICAi- 9 //q Site Address: 0 alts 1 ny, l h�ye Suite Nu mber 2k Floor: Tenant Name: New Tenant: Yes []..No Property Owners �Name: UU Z0, i�1g 44-C �PUaIE. �bt�ef`{`f2S Mailing Address: —70• V /'rikl,l\Ica WA 9&2 city State lip CONTACT PERSON Name: '9"M-k p Day Telephone: �a(r 1 ,%0 -�Jo1 Mailing Address: �ox 'RIt0,�g 1 wt10. WA city daft Zip E -Mail Address: IMp tin pA- of -,A AP�`�U2f"4ieS. Fax Number: a -S7S /lef0� GENERAL INFORMATION. (Mechanical Contractor information on back 'page) Company Name: ZOk epiawtx Gr 7 Mailing Address: P.�. 1ok 8$Oa8 kw,(C. Cety state lip Contact Person: 1 Day Telephone: aJ(� 34G, a2Jl a E -Mail Address: 'XEP e. a� e e n2r Tiec_r'.9v Fax Number. Contractor Registration Number: A�+ O O 8Sg Expiration Date: %6XIQ(' "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance Pl y Record ARCHITECT OF RECORD -All. laws must be w et stamped b Architect of CompanyName Muelle r nI Ass,-) io, c z �a �o PA- MailingAddress: /30 lok eSA e WA t 6Y state zip Contact Person: jzgkenk R f AjPy AinfJer kecVayTelephone: awn S -,RSS3 E -Mail Address: ZBW kec` 50 4 W.... rN_ r.OvkA Fax Number. 2::6 3. .ENGINEER OF RECORD -All plans must be wet stamped by Engineer of Record I Company Name: K Piz 7 MailingAddress:� 1 ate Aoe. sicmi- le 98//S City sate Zip Person: Rol�r r. I �iCk��`Ver y cwt T�Acz6 Day Telephone -a�2(e SAS- -75 E- Mail Address: A> o omj c, i•t-le covv Fax Number: aD[v- S (o69F J q:Vpmiae paa\itt eppf"m (74M) aevbed: 64oa Page 1 ae BUELDTrWG PEAMIT:tN1 Q N zas -431 X670 Valuation of Project (contractor's bid price): /a0, Q2'7 E ing Bu 1 mg Valuation: lift -�rioY Yf,Mv(�1.i 'lo tI Scope of Work (please provide detailed information):_,+: vr— a rJ J. zrrx -C n� nS'ts Sg�Pe. ritiC�ol� \rn, �rress�b;li�'a r01w.�._ Sc� ��nr�nWS_ Will there be new rack storage? Yes No If "yes see Handout No. Provide All Building Areas In Square Footage Below for requirements. Type of Addition to Construction Interior Existing oer IBC Existing Remodel Structure New I I" Floor 1 234. Ci SQ 6-�Xm S I I 2' Floor 3'° Floor I Floors thru 1 Basement I l) Accessory Structure* Attached Garage I I I Detached Garage I I I 1 Attached Carport Detached: Carport -I Covered Deck I Uncovered Deck I I for requirements. Type of I Type of Construction Occupancy per oer IBC IBC IIFB s.,.k(e4 B /S —a PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus my decks ova 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 []..No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS•, gl.. Sprinklers ❑..Automatic Fire Alarm ❑..None Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? Yes []..No If "yes attach list afmaterials and storage locations on a separate 8 -112 s 11 paper indicating quantities and Material Safety Data Sheets. q: \\F.M. pla\i= a,.. appIkum(7 -7006) Reviud. sa.os Paget Eh PUBLIC WORKS PERMIT INF#r "%MATION- 206433=0179. Scope of Work (please provide detailed infoffnation)7 NYA Call before you Dig: 1- 500424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. W ater District Tukwila Water District 125 Highline Renton Water Availability Provided wer District Tukwila ❑...Velvue ❑..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. Suhmittfd wtth Ao nmcatinn (hark boxes which 2o�ly]7 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) Hold Harmless Propose Aetivitiq (mark bows that ao_lyZ ..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 Total Cut cubic yards Total Fill cubic yards ❑...Sanitary Side Sewer Cap or Remove Utilities Frontage Improvements Traffic Control ...Backflow Prevention Fire Protection Irrigation Domestic Water Right -of -way Use Profit for less than 72 hours Right -of -way Use Potential Disturbance Work in Flood Zone Storm Drainage Abandon Septic Tank Curb Cut Pavement Cut Looped Fire Line Grease Interceptor Channelization Trench Excavation Utility Undergrounding Permanent Water Meter Size... WON Temporary Water Meter Size., WO# Water Only Meter Size WO# Deduct Water Meter Size Sewer Main Extension ............Public Private Water Main Extension .............Public Private EINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) Water Sewer Sewage Treatment Month Service Billin?L: Name: Mailing Address: Water Meter It efundBil line: Name: Mailing Addres-- Day Telephone: City state zip Day Telephone: City Swe 7ip ,Vp.im pima,« wpkai. (r- asks; s.em Page 3 m [MECHANICAL PERMITINF 4Iy 1TION--246- 4313b?D MECHANICAL CONTRACTOR INFORMATION Company Name: Cv- t .VC �f M.-Il Mailing Address: Contact Person E -Mail Address: city state Day Telephone: Fax Number: Zip Contractor Registration Number: Expiration Date: *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** Valuation of Project (contractors bid price): S Scope of Work (please, provide detailed information): U se: Residential: New Replacement.....❑ Commercial: New Replacement Fuel Tvi e: Electric Gas Other: Indicate type of mechanical work being installed and the quantity below: I Unit TyQe: I Qty I Unit Type: Fumace <100K BTU i I Air Handling Unit >10,000 I CFM I Fumace>IOOKBTU I I Evaporator Cooler Floor Fumace I Ventilation Fan Connected to Single Duct 1 Suspended/Wall/Floor I I Ventilation System Mounted Heater Appliance Vent I I Hood and Duct Repair or Addition to Incinerator Domestic Heat/RefriglCooling System Air Handling Unit Incinerator Conun4nd <10,000 CFM I Qty I Unit Type: Fire Damper I I Diffuser Thermostat I I Wood/Gas Stove I I Water Heater Emergency Generator I Oty I Boiler /Compressor: I Qty 1 0.3 HP /100,000 BTU I 1 1 3 -15 HP /500.000 BTU I I 1 15-30 HP /1,000,000 BTU I 1 1 30 -50 HP/1,750,000 BTU I 1 50r HP /1.750.000 BTU Other Mechanical Equipment PERMIT APPLICATION NOTES Applicable to all perinits in this a I pl cation 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 AUTHORIZED AGENT: Signature: �5 Print Name: 'I K A& rT r Mailing Address: RD. ?.nx ?900 Date Application Accepted: I Date Application Expires; bl •aS q:l *.a.pk.umd> %p..o m (7 awe) xe..a uos Page4 bh ,Date: —/A: /O LC Day Telephone: P.00o ITF&-o L-4 oZ y w de con OWRf City slue zip Staff Initials: S City of Tukwila 6300 Southcenter BL, Suite 11001 Tukwila, WA 98188 (206) 431 -3670 RECEIPT Parcel No.: 3523049119 Permit Number: D06-006 Address: 18270 SEGALE PARK DR B TUKW Status: PENDING Suite No: Applied Date: 01/05/2006 Applicant: PARAGON PACIFIC Issue Date: Receipt No.: R06 -00006 Payment Amount: 2,266.29 Initials: 3EM Payment Date: 01/05/2006 09:03 AM User ID: 1165 Balance: $0.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Description Amount Payment Check 50271 2,266.29 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING NONRES 000/322.100 1,370.78 PLAN CHECK NONRES 000/345.830 891.01 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 2,266.29 0975 01105 9716 TOTAL .:266.2' doc: Receipt Printed: 01 -05 -2006 I INSPECTION RECORD I Retain a copy with permit 1"G" po C INSPECRON NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro ect: Type of Infection: F1 iZ R 69PA/ P9e' rF/ (7 I /V. Address: Date Called: /�27b S�G.9tF t'KZq Special Instructions: Date WantGd:� '?FTF /Z /U 0 Kequester. Ci BUG 7 6 Z� (Phone No: 29 Approved per applicable codes. FI Corrections required prior to approval. COMMENTS: lnspe Date: sa� 8.00 REINSPECTION F REQUIRED. yFior to inspection, fee must be paid at 6300 Southcenter vd., Suite Call to sechedule reinspection. Receipt No.: I IDate: INSPECTION RECORD I 1 Retain a copy with permit INSPECTION NO. PER T NO. Ir CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Project: Type off IIp Ag h� E ✓�f9f�_ 1 hle- Addres Date ailed: Special nstru bons: DSte wanted a.m. 3 -7_ Requester: Phone No: [l'iy_ r A rrfttt 2.6 9C 21 Approved per applicable codes. E] Corrections required prior to approval. COMMENTS: I /77' s Inspector. c/IDate: Aij $58.00 EINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. I Receipt No.: IDate: INSPECTION RECORD I� Retain a copy with permit Li�� L INSPECTION NO. P T N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -36 Proje Type of Inspection: r -•J PAP�C;� f1 6h0,r4�0 rv�� Addres j Date Called: I �2 S'p�RIJ Special instructions: Date Wanted: a.m. 2- -L3 U L P.M. Requester. Phone No: 12 Approved per applicable codes. Corrections required prior to approval. COMMENTS: P eycr.jaC,, 1-1 c, Abore -cl) a IC �2 l (.,LAZrN( 1 7j 'ad or. Date: t 2 Z3 -oL 58.00 REINSPECTIJN FEE REQUIRED. Prior to inspection, fee must be i at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. I R>!.eipt No.: (Date: INSPECTION RECORD j0QL- 0C7(( 2Z Retain a copy with permit F- x12 1At.^ L� AJ� INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 575 -4407 Pro 'ect: Type of I spection: pa�3 Address: C ntact Peron: Suite f SZ76 se r 7 4( ()r R Special Instructions: v Phone No.: C?(Approved per applicable codes. Corrections required prior to approval. COMMENTS: I `u I Af I I I ©K �K a!K I Needs Shift Inspection: Q <s /n I Sprinklers: I Fire Alarm:. -r,4 C/�,,� I Hood Duct: I Monitor: 1,0 Pre -Fire: Permits: Occupancy Type: 7$80. I Date: z ,'r1a6 Hrs.: REINSPECTION FEE REQUIRED. Prior to inspection, fee must be p aid 444 Andover Park East. Call to schedule reins ,C p d at ection. d p Receipt No.: I Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 Project: /� y et- r� /. r T ype of spection: , / T 4„►, L '.1/ Address: Date Called: Special Instructions: Date Wanted: —I e a m, ( /�_D.,n /q Requester: Phone No: 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE (206)431.36 R I . Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: I Date: L / 3 fit /Ar ri $58.00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: 'Date: Project: P "�/f /' nif / Gerd Type of Inspection: vii4 t�s/�Gdap/X). Date Called: l. jo�1 Address: Address: CJ J c / 6 Special n structions: Date Wanted - : } ;m: Requester: Phone No: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 'COMMENTS: e proved per applicable codes. Corrections required prior to approval. $58.0b'*EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Project: Oo Air rota el Ai r i r'I c Tt Type of Inspection: 5,49r 1 AU - t ut �( 0 ,// r Address: Suite #:1 g.2 70 Sella / Form Or 13 Con Person: Special Instructions: Permits: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 4 006 -oDb ri6.5 -006 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Approved per applicable codes. COMMENTS: H D rha', fP_ . Inspector: Pc s-70 Word /Inspection Record Form.Doc 12/2/05 n Corrections required prior to approval. Date: 2/7/0 H rs.: $80.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 444 Andover Park East. Call to schedule reinspection. Receipt No.: Date: T.F.D. Form F.P. 85 Project: nif l n �[ " ,7'��l� Type Type of In peceec Address: 7 k---D Date Ca led: Spec a ns ructions: "` /! V 2 Date Wanted: p� a.m. 7; !:a6 s Requester: Phone No: b INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 A pp r oved per applicable codes. Corrections required prior to approval. COMMENTS: 0 $58.00 REINSPECTI6N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: (Date: PERM Project: p / � ! r / "` 1 y7 At!ek Type of Inspection: / � `no f / / As• a �1Sr 4/r Address /i pate Called: Special Instru ions: Date Wanted: t Requester: , — n/ _Y ' —� ! Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 36 COMMENTS: Approved per applicable codes. El Corrections required prior to approval. r/ ■ As $58. • EINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: 1 Pro'ecC 1 /� Ty pe oflns p Addresser: fr fl4 to Calle : Spe gal Instructions:ate I Wanted: iC a.m, Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTIO No. CITY OF TUKWILA BUILDING DIVISION' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 meavizzf P (206)431 -367 Approved per applicable codes. MMENTS: 4 CI Corrections required prior to approval. � ► �`l Co f lat $58:b01tEINSPECTIOK FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 J-(226 PERM (206)431 =3670 COMMENTS: Approved per applicable codes. 0 Corrections required prior to approval. ri $58. INSPECTIO FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southce ter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: WE Date Called: Special Instruction -i Date Wanted: A e dal ' equester: Phone No: INSPECTION RECORD Retain a copy with permit INSPE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 J-(226 PERM (206)431 =3670 COMMENTS: Approved per applicable codes. 0 Corrections required prior to approval. ri $58. INSPECTIO FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southce ter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Project: / p 117 ; friir / 0 4 R4 Al Type of eFtion: 4°,9- // A9•14cess: ,..„ _ 70 a 2025 lY;210 --Se &tec Called: /— --- ? i Special Instructions: Date Wanted: CtL„n P.m Requester: , ( P r4atzil :) ?5 ..620/a r z ......... „---INSPECTION RECORD I n #‘6 cir INSPECTION NO. Retain a copy with permit IL/ 74• CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: em 4,4 7 i,ata Date: mot No.: Date: (206)431-36 **:.glApproved per applicable codes. 0 Corrections required prior to approval. d 00 REINSPECTIO 'FEE REQUIRED: or to inspection, fee must be d at 6300 Southce er Blvd., Sui 00. Call to sechedule reinspection. COMMENTS: ,A ,-�R e edee / s,4.4 *5 s''a✓ Gq,. // /0" Date Called: 3 I -3 ( -0fr Special Instructions: 1 F, 7/7 A'p yh - /A/ f {, Requester: O £ TU .7,/.SV' ITF ,/ _afA✓ 6 ,o r /wQ /ed7 Pro' ct: p Q ,gGdn1 70/9(1/27e I ectp�� Type of InspiCj�vv11Af (_ Address: /9270 Se44L£ #1RIG .A'c Date Called: 3 I -3 ( -0fr Special Instructions: 1 Date Wanted: f {, Requester: Phyne No:, INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. ' I JgCorrections required prior to approval. nsyecto1: /J 0 0 n ECTION F ERE U a r t Prior to inspection, fee must be paid at 6300 Southcenter lvd., Suite 100. Call to sechedule reinspection. 'Date: ,D 6 G -0060 P O. 06)431.3 ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL E NGINEERS - 6869 WOODLAWN AVE. N. E., SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 Plena t No. PARAGON PACT TUKWILA, WASHINGTON STRUCTURAL CALCULATIONS FOR OFFICE FRAMING AND PANEL OPENINGS MIRES 8/22fO6 January 3, 2006 ENW Project No. 05108000 2003 IBC MECCIPIT REVIEWED FOR CODE COMPLIANCE s 000nucn JAN 3 0 2006 ty OfTukwila RUiLnTN� nr'TSTflN RECEIVED CITY OF TUKWILA JAN 0 5 2006 PERMIT CENTER ENW PROJECT # SUBJECT Lobe Vic zoo pe6tt W fi °t�: -p1=* I ct f12,41,0.1ei Lou IAI E Usl !me We412tW'+t Ib '4I 6[et. Stub WRLIS aM TE124o . lF OFF1cE S 1..1 'T(.(,s - tot fli'RIoR ¥'.*. c ( IaND u otltl - t.lb w1,.11 ( I).161Ae') L°A-b ENGINEERS NORTHWEST, INC., P.S. 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 05-1 °ate PROJECT plet.p-n',4 tAeIF1 DATE LATERALS149a SHEET U OF By 5T Deas, whi5 u 'JQ gnu 5 (32 ° fLywoob Up t (. JST2u LTlorJ 1u FtF I ItA7'1osl I 1444F SF ea,I tt 1. 5F tptibp. CU L1•.14 I, s t'be Q F1ttt 1 y Pt 'Jo1S'TS N.S fSF Iz TsF . 91o lad , 110 1_ ( 1• —TWO 9 .b1 k- £45'11. .t91 kW 41.6£' 2.0$ — STRUCTURAL ENGINEERS ASte 7 Ea1.1 1.S.S. Z. 1 - 1 Cs - 50$ .. , 1 L _ , 15 RA el' C S' t 16'I .101 s , ll x I u 7v 1..t.) y' 1 010- 2002 Lat/Lon Lookup Output! Earthquake Ha LOCATION 47.437 Lat. - 122.258 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2%PE in 50 yr PGA 32.57 61.47 0.2 sec SA 71.73 138.92 1.0 sec SA 23.59 47.46 PROJECT INFO: Home Page SEISMIC HAZARD: Hazard by Lat/Lon, 2002 http://eqint.cr.usgs.gov/eq-menIcgi-binlfind-11-2002-interp.cg I2 1 of 1 12/20/2005 3:28 Ph ENGINEERS- NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful 'Shaded cells Input = Job number : Job name : 05- 108000 Paragon Pacific- Senate Bldg 763 Basic Seismic-Force- Resisting System = Basic Seismic- Force- Resisting System = Is Diaphragm considered Flexible? Is this considered a Building Structure ? hn = Ss = S1 = Site Class = Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Seismic Use Group = Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= no = Cd = roof high point (minimum parapet) roof low point (maximum parapet) IE = 1 Occupancy Importance Factor - Table 9.1.4 Detailing Reference Section = 2306 .4.1/2211 Cs calc. = 0.164 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 - 1) Cs max. = 0.603 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -2) Cs min. = 0.041 Section 9.5.5.2.1 (Eq. 9.5.5.2.1- 3) &(Eq. 9.5.5.2.1-4) Cs use = Vu design = V design = 0.154 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -1) 0.164 'W At strength level USD (Eqs. 9.6.5.2.1) 0.109 *W Working ( O.TE ) ASD Ev = 0.185 'D = +/ -.2 Sds D (Eq. 9.5.2.7 -1 & 9.5.2.7 -2) - May be Zero for proportioning foundations In MD. SHEET l.3 OF Rev.6/29/04 IBC 2003 Section 1616.6 / ASCE 7 -02 Section 9.6.6 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -02 (U.N.O.) Input IBC Seismic 11< Light frame walls with shear panels [steel or wood) BWS Y Y 16.00 R 1.3892 0.4746 16.00 ft. 16.00 ft. 16.00 ft. = Bearing Wall System Sec. 9.5.2.3.1 Sec. 9.14.1.1 - for Nonbuilding Structure definition. height to top level in main portion of structure (abv.base) Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Table 9.4.1.2 Soil profile properties "D" is default unless the Building Table 1 -1 page 4 Official thinks it is Site Class "E ". Output W = Building weight (# or kips) I Section 9.1.3 & Table 9.1.3 1.000 Table 9.4.1.2.4a 1.525 Table 9.4.1.2.4b 1.389 Sms = FaSs Sec. 9.4.1.2.4 (Eq. 9.4.1.2.4 -1) 0.724 Sm1 = FvS1 Sec. 9.4.1.2.4 (Eq. 9.4.1.2.4 -2) 0.926 Sds = 2/3Sms Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5 -1) 0.483 Sd1 = 2/3Sm1 Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5-2) D Tables 9.4.2.1a & 9.4.2.1b 0.104 0.2Sd1 /Sds Section 9.4.1.2.6 0.622 Sd1 /Sds Section 9.4.1.2.6 0.02 Section 9.5.5.3.2 Table 9.5.5.3.2 0.160 seconds - Sec.9.5.5.3 (Eq. 9.5.5.3.2 -1) 0.926 Section 9.4.1.2.6 (Eq. 9.4.1.2.6 -1)or (Eq.9.4.1.2.6 -2) 6 Table 9.5.2.2 Response Modification Coefficient 2.5 System Overstrength Factor modified for flexible diaphragm 4 Deflection Amplification Factor for use in Sections 9.5.3.7.1 & 9.5.3.7.2 Table 9.5.5.3.1 Cu = 1.4 Diaphragms wp = The weight of the diaphragm and other elements of the structure attached to it. Vpx = The portion of the shear force at the level of the diaphragm, required to be transferred to the components of the vertical seismic-force- resisting system because of the offsets or changes in stiffness of the vertical components above or below the diaphragm. Fpu = 0.1852 'wp + Vpx (Eq. 9.5.2.6.2.7) USD Fp = 0.1296 *wp + 0.70Vp (Eq. 9.5.2.6.2.7) MD I Use the larger of V = 0.109 'W MD (Eqs. 9.5.5.2.1 above) tI fl q ations IBC EQ. Seismic IBC2003.xds ENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WooDEAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 - 6698 PROJECT # tG PROJECT rARP.t 31q-Li Fl t DATE ,,J SUBJECT I.ATt94L- bt61h�4 SHEET OF By TbTA - 1- ib'\b S mite e KE 0 wA-u vij = u rsF toot/ 12- Te i oTA-t_ Q0F v.- ' tz 46F( ( 9 / u 4.3' ('-t3 * t',.4L,' (26.n \ t tl psF 1V, (to) t- t 1L' n ) WAU LYT A -s = "2- J z WA-1k W 1 v, -w Ssan ,la`I ( 31.63L -4 $.ati \ = 313 L r II hF(t(.A) ( . 104 ( 57.6 lc 10.134- = 6.2% k .e - , (\ UrI : (ile .t iAi'H2hc. &*. 1 , 101 ( \Z 4 sF 1115.17', + 2 61 p 1F\ (W) 2- F` t,) (patft ( EvQ PI ittflitt M,n& et$ It-cs1') r - w = •I M ( 1 2 t CNS r It 6‘11 Ct4 ¢_D Uce t (2'z" PLyw -mob ItPf ROMA tA) I t 11 p D' Wan a ., w� f- As, nitre- CQ (,' y, o4 $ttr-.e D eaereS 3 12 % at- tftF12Mek1r1HF rD<es C' T k CW_G _ (1 se s �3') L 315%/23') ' 3 7. 63 It_ , out kW ENVY ENGINEERS NORTHWEST, INC., P.S. PROJECT # OS' I OSoe• PROJECT SUBJECT (Aga_ o r l >f1' to Ll x °l (3t'f3 .25.6' = gl.s' 1.31 / 13 l o°( 6( Y) (10(IL) ° 1.42 1 l 81.5 \i = 1.3t tL / ±3 tCIS y; = 1.3t / 2 s.s .. . (o! (n11 I �S6, (25. \ ( I A c 7. 7 % 6 (a1S) p t 1 - SE tetsPiattlWET brS1& M w1t«5 W /VI& I 1,4z h 1,17 7,c1- 11.14 bat4 L L I. lob IL 314 I itT 1 % ' n:' o r`5 C- t ?AQPMM o ra LI f / c (-Ate Pt- J*' 1CIbJ I" W - -161 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 on PI \ (''1.3, c \ = y . 66 51 .brt STRUCTURAL ENGINEERS DATE SHEET 1,5 OF BY 141 .711 S 2-us T 4.4bl /5 ' 84. 4,37 21t 'Vs.711z = 53,54'x. Y= !ALL ,lostw 13 - 1 -c- -1,11 L6c1 - ,zsk (If ) + 2.29y0 (4) r 1 (B') 1- ,zszkw63'1(a-004) T- DiVV._ !� 1 116. DSt W� rfrrMta@ 6 "Z ?ML � 4EEie. 4 It" o(c c lir ` j WA t?1S IA- 2 S'11ub5 b& Ts Qf}C-t /ft FA rah. of V -+al_L tri6 f > 4. . IoW 13' - ft G° - S 3 C -(1,; ) . SZSk( + 1 5/k (04V T(43 T- rvs I titD r c = .` *I k_ LtSc t he 's6 W f FAS G> L,, ./% PA -t4€1_ t t) 'tr 5 IL' % It4:102- mzUl ME 5- APPDIz=nS V V V 2 3 27.3 ..89.83 53.36 0 100 .100 100 ..0 .0.,.... ....0..... 13 43 .25.5 3136.. 3136 3136 3136 3136 3136 Output Output Output Output Output Output Output 27.30 0210 = 0.30 89.83 0.209 0.29 53.36 0.209 0.29 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 = 1.00 1.00 1.00 1.00 1.00 1.00 ENGINEERS - NORTHWEST, INC.P.S. SHEET Li' OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6/17/04 SEATTLE, WA 98115 Property of Engineers Northwest, Inc., Seethe - Use by others unlawful Input = Ice Ils shaded thus Job number 05- 108000 Job name Paragon Pacific- Segale 763 .. Seismic Design Category = Direction of earthquak Wall on Grid Lin Pie % of story shear to this wall = % of wall shear to this pier = Length of this pier (1w) AI ( area of the diaphragm above ) ASCE 7 -02 Section 9.5.2.4 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall For Seismic Design Categories D,E&F % of story shear to this pier = ri = p talc. Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier - Length of this pier (1w) Ai ( area of the diaphragm above ) % of story shear to this pier = ri p talc. p' p design = 1.00 For E -W Shearwalis p design = 1.00 For 0 Shearwalls ft. ft. ft. ft. NOTE : - In order for p design not to exceed 1.00, then ri max.= 0.357 & the pier shear for this structure must not exceed 3.571 % of the story shear per lineal foot of the pier. In other words a 20' -0"long pier should not carry more than 71.42 % of the story shear for this Ai. 12/20/2005 IBC rho shearwalls Seismic 18C2003.xis 0.. 0 ... 0 .... 0 0 0_ 0.... ..0 .0.,.... ....0..... 3136 3136 3136 3136 3136 3136 Output Output Output Output Output Output 0.00 0.000 = 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 0.00 0.000 0.00 = 1.00 1.00 1.00 1.00 1.00 1.00 ENGINEERS - NORTHWEST, INC.P.S. SHEET Li' OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6/17/04 SEATTLE, WA 98115 Property of Engineers Northwest, Inc., Seethe - Use by others unlawful Input = Ice Ils shaded thus Job number 05- 108000 Job name Paragon Pacific- Segale 763 .. Seismic Design Category = Direction of earthquak Wall on Grid Lin Pie % of story shear to this wall = % of wall shear to this pier = Length of this pier (1w) AI ( area of the diaphragm above ) ASCE 7 -02 Section 9.5.2.4 Redundancy Factor ( for shearwalls ) Definitions:- 1.) Wall = summation of piers in a line 2.) Pier = a segment of a wall For Seismic Design Categories D,E&F % of story shear to this pier = ri = p talc. Direction of earthquake Wall on Grid Line Pier % of story shear to this wall = % of wall shear to this pier - Length of this pier (1w) Ai ( area of the diaphragm above ) % of story shear to this pier = ri p talc. p' p design = 1.00 For E -W Shearwalis p design = 1.00 For 0 Shearwalls ft. ft. ft. ft. NOTE : - In order for p design not to exceed 1.00, then ri max.= 0.357 & the pier shear for this structure must not exceed 3.571 % of the story shear per lineal foot of the pier. In other words a 20' -0"long pier should not carry more than 71.42 % of the story shear for this Ai. 12/20/2005 IBC rho shearwalls Seismic 18C2003.xis ENW ENGINEERS NORTHWEST, INC., P.S. •• STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 PROJECT # DS- 1 JSoo° PROJECT 1'1;2AEroe -A PA UDI L DATE SUBJECT A 3 N L 78 k 1.2, ,132 6% —> .€151k 1; Whiz 2 6 .S MO -TN SID( \N- 6.3 ht % LL Leh k 1312-6. l,l Wfl Ac 6#1 SHEET Li OF By f = 2•166 . I04 U' -2,21 CicA - ) 1 4 4 k (o4.4( — L ) 17 (tS,S t ,132 ((Cass) (D.(,) l7S•S 41 T= -,71 '• u5E '46 6c8 FfK,Wen b % PiWEL net e IC eve it410 -Mt tMr 5apIoQ1S 63.0_ _ , Iz$ kI = 'Sr - 6, 3 k(10 - . ne (t) t 7. 1114- 11zA- + Utz.; ° o T= '•at5 U se 1 4. oSB t-4 rpomIta e 6. r Phi fires A Ii-" Y . 7,ITEI2-844 etAlk tr 5Iker 2T N ^mil s'De �hrN WM-4 q. 5.L33)t_ a o9L al f yFdl oltWCt ;�elJ�f41 .1c 3•2-33\ .z LeI-c =L. -'f.5I6(I6 "- .Ni3L(4'+ 6•osk6.0(19/t) }T i1) 4- . Ott- 104 ( G t- 0 T = L. o '9 I� '(11. titbit e Yc $ WL EDGES I li % 11U1tf41tb% ` , APW2rS USt., Slv &n% HTT Hcst't v `,tNT A{L`7rOL t RtQ (.43k A 41" tantatell PROJECT # ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 0€ - 1 b$oNt SUBJECT L- fr[eRAL- bt 'I6 Ou gfftf1W%M k»#LL v &.45312_ ` 4. • o11 kW+. cob ��, _ it - 1 C Sec- Grter --t wtcM nt A e5 '" i .5L$5 , 061 } ( .1)(o.1)(5Dki use Gen cz-to - &4 6869 WOODLAWN Ave. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT \ Atk yon-1 !AGtFI L G.463 , 210 12VV' 11 DATE SHEET iS OF By + ,v12(0 .(., T = t= ' k (It;) - . 4431:_ (i) + , (*Ale 11 ) ( fr ( z1 + - r ( 19 °b it Z.16S k ct% I. 4 f61r tern (vi) O 9' %t - akEI. > €l &K k lz % inmeii,tt r4TE 5itW' ui MWoM iY("1 AA1t -H'Q wI / lb 4 ML-11 -1x- 01) PM %thbEt z' /L' I4To IT /: 6 Hoeeg" F LLEt, 14 slo'Pc A kits/ LJE ENW PROJECT # 06 I DSlso PROJECT rite-A oN P A GIF1 C;1 bE6(hM SUBJECT ENGINEERS NORTHWEST, INC., P.S. r, s1 t1 S 1 S'frn. \ Su.D wl t,3 (IJ , sst = r it T 1 I ) = Y i/ up Q e '{8'Y 1'kF (3-6)M ` 841 +L USE (otp 62z) -43 pkem 7a M" ��6SS as t f l Sibe of boo2 tist t&D 51KD 4 (6 Ge)tt'Lt SfuD c4Wt nie - -1Mt7 cittALAmk 110.0 ( frg:1 Lz zs ' Wpt 1Z PIF (9 = 12-a I'LF (0-2a\ z_ \ to P ( 2 ) _ zoo 1. (o -1 5J 1714 ooct LHL Lk ex1 &1 ).14 l u UN* beniv. L` 185 \ tJ t I l— vs&( 1 2 J ` ILA 1P12 W 5 ?it i') t 5. PLF Sa T' WatT mkt! - BCYFw. O1 Cd.}G& t'x1G 1 u JA !fl LaulAw 4" IL,' — i$751∎." a = 13 -90 t�I�v 'f•a.32k4 6.64L° II 28 L S SE Peaza._I - WLµ0A' OK- ono kAA, flew ^• STRUCTURAL ENGINEERS 6869 WoODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 12- “L z) 136 VLF 1. paF (z 1 = zaa Tic tiro, - Q. GsL (TO , as CDC' R v L (n), 3. 9z DATE SHEET 4t OF BY 37 La. Mew' 2a ?(f ' 4 _ _ 23e P t F Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 Rev 580004 User KW- 0606898, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineenng Software General Timber Beam Description Code Ref: 1997/2001 NOS, 20002003 IBC, 2003 NFPA 5000. Base arowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fbcity Center Left Cantilever Right Cantilever #1 DL rg Left DL C Right #2 DL @ Left DL C Right Summary Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.6 C Center Left Right Glu -lam Beam North end 6.0x26.5 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max C Left Support Max a Right Support Max. M allow Po 1 330.46 psi Fb Z472.89 psi DL DL DL 5.000 in 25.500 in GluLam 1.150 Pin -Pin 60.08 k-ft 0.00 k -ft 0.00 k -ft 0.00 k -ft Bead Load -0.453 In 13.794 ft 755.2 • D.L Da) ._ 0.679 In 0.000 ii 0.000 in 120.00 #/ft #/ft #/ft 138.00 #M LL @ Left 138.00 #/ft LL @ Right 230.00 Mt LL @ Left 230.00 #/ft LL @ Right Span = 28.50ft, Beam Width = 5.000in x Depth = 25.5in, Ends are Pin -Pin 0.538 1 60.1 k -ft 111.7 k -ft at at 111.67 1v 90.36 psi Fv 276.00 psi Tots Load -0.091 in 13.908 ft 494.63 13.224 ft 0.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope Center Span Left Cantilever Right Cantilever Douglas Fr, 24F - V4 Fb Base Allow Fv Allow Fc Allow E #/ft #/ft #/ft #/ft 28.50 ft ft ft 2,400.0 psi 240.0 psi 6.50.0 psi 1,800.0 ksi 200.00 #/ft - I/ft 1Nft Lu Lu Lu Start Lot End Lot Start Lon End Lot Maximum Shear * 1.5 Allowable Shear: 6.24 k 3.80 k Left Cantilever... Deflection Right Cantilever... Deflection Job # Date: 11:32AM, 22 DEC 05 2.00 ft 0.00 ft 0.00 ft 0.000 ft 18.000 ft 0.000 ft 18.000 ft At Beam Design OK 11.5 k 352 k Left 9.09 k @ Right 6.65 k Camber: @ Left 0.000 in Center 0.679 in Right 0.000 in Max 9.09 k Max 6.65 k �41�d Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 Rev. 580004 User KW-0608898 Vet 5.80, 1-Dec-2003 General Timber Beam Page 2 . -2003 ENERCALC Engineering Software Description Glu -lam Beam North end Bending Analysis Ck 20.711 Le Cf 0.902 Rb CP Center hg Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing C Supports Max. Left Reaction Max. Right Reaction M, V, a De Specified Locations Center Span Location = Q Right Cant. Location = Left Cant. Location = 4.118 ft 7.101 Max Moment 60.08 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 11.52 k 41.741 In2 276.00 psi 9.09 k 6.65 k 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr: Description : Scope: Svc 541.875 in3 Area 127.500 in2 CI 0.994 Sim Redd 291.54 in3 0.00 in3 0.00 in3 fp Right Support 8.99 k 32.582/12 276.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00k-ft 0.00 k-ft 0.00 k -ft Allowable lb 2,472.89 psi 2,488.76 psi 2,488.76 psi 2.798 in 2.047 in Job # Date: 11:32AM. 22 DEC 05 M g) Query Values Shear 9.09 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 In 0.0000 in Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 L Rev: 580004 User KW-0508898, Vet 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCAIC Engineenng Software Description Deflections -aaas Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right S umma ry Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 1,014.48 psi Fb 2,472.89 psi Center Span... Deflection ...Length/Deft Camber ( using 1.0 • D. @ Center @ Left @ Right Glulam Beam at South End Section Name 5.0x25.0 Beam Width 5.000 in Beam Depth 25.500 in Member Type GluLam DL DL DL 1.150 Pin -Pin Dead Lo -0.464 in 14.706 ft 737.4 L. Dell )... 0.696 in OA00 in 0.000 In 0.410: 1 45.8 k -ft 111.7 k -ft 45.81 k -ft at -0.00 k -ft at 0.00 k -ft 0.00 k -ft 138.00 #/ft LL @ Left 138.00 #/ t LL @ Right 230.00 #/ft LL @ Left 230.00 #/ft LL @ Right 111.67 lv Fv 120.00 #/ft #m #/ft Tide : Dsgnr: Description : Scope: General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined w n , Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Mow Fv Mow Fc Allow E Full Length Uniform Loads LL LL LL Span = 28.5Oft, Beam Width = 5.000in x Depth = 25.5in, Ends are Pin -Pin 89.61 psi 276.00 psi 15.504 ft 28.500 ft Reactions... Left DL Right DL 50.00 At 1f/ft tf/ft Hlt #/ft #/R Maximum Shear" 1.5 Allowable Shear: 3.92 k 631 k Left Cantilever._ Total Load -05231n Deflection 14.592 ft ...Lena6V 653.37 28.50 ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksl Right Cantilever... Deflection Start Lac End Loc Start Loc End Lac 8.9 k 35.2 k @ Len 463k Right 7.02 k Camber: @ Left 0.000 in @ Center 0.696 in @ Right 0.000 in Max 4.63 k 7.02 k Job # Date: 11:47AM, 22 DEC 05 10.000 ft 28.500 ft 10.000 ft 28.500 ft tlg 2.00 ft 0.00 ft 0.00 ft Page 1 Beam Design OK 1 Load Tdal Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Engineers Northwest 8889 Woodlawn AVE NE Seattle WA 98115 Rev. 580004 User KW-0608898, Ver 58.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering SA i a Description Glulam Beam at South End Bending Analysis Ck 20.711 Le 4.118 ft Cf 0.902 Rb 7.101 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Maz Moment 45.81 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 6.42 k 23.279 in2 276.00 psi 4.63 k 7.02 k 0.00 ft 0.00 ft 0.00 ft Title : Dsgnr. Description : Scope General Timber Beam Sxx 541.875 in3 Area 127.500 in2 CI 0.994 Smc Redd 222.30 in3 0.00 ki3 0.00 ki3 Right Support 8.88 k 32.157 k12 276.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,472.89 psi 2,488.76 psi 2,488.76 psi 1.425 in 2.160 in Job # Date: 11:47AM. 22 DEC 05 Moment Shear Deflection 0.03k-ft 4.63 k 0.0000 In 0.00 k -ft 0.00 k 0.0000 in 0.00 k-ft 0.00 k 0.0000 in Page 2 Engineers Northwest 8869 Woodlawn AVE NE Seattle WA 98115 Rev. 580008 User: KW-0808898, Ver 5.8.0, 1- Dec-2003 (c)19832003 ENERCALC Engineering Software Description Code Ref: AISC LRFD, 1997 UBC 2003 IBC 2003 NFPA 5000 Loads Steel Section Column Height 13.900 ft End Fbdty Pin -Pin Live & Short Term Loads Combined Axial Load... Dead Load Live Load Short Term Load Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:,oc : Allow [F1-6] Fb:1a : Allow [F7 -718 (F1-81 Po : xx Actual Fb:yy : Allow [F1-61 Fb:yy : Allow [F1 -7) & (F1 -0) Po : w Actual Pipe Column Supporting Glulam Beams P4STD 7.72 k 3.56 k k Steel Column Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced 0.00 ksi 0.00 ksi 0.03 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Title : Dsgnr: Description : scope: 36.00 ksi 1.000 29,000.00 ksi 13.900 ft 13.900 ft Ecc. for X -X Axis Moments Ecc. for Y -Y Aids Moments a 0.00 Ind 1100 ksi 0.00 kai 0.00 ksi 0.00 ksi 0.00 ksi 0.00 KS 0.00 ksi X -X Sidesway : Y -Y Sidesway : DL +LL 0.00 ksi 0.00 ksi 0.00 KM 1100 ksi 0.00 ksi 0.00 ksi 0.00 ksi 000 kW Job # Date: 11:45AM, 22 DEC 05 0.000 in 0.000 in Gt b DL + Short 0.00 Kai 0.00 ksi 0.00 ksi 0.00 Ks) 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Restrained Restrained 1.000 1.000 Steel Section Capacities ... .85 *Fin : 50.818 k Factored Load Combinations .... AISC H1 -1 a & b : (Pu / AphiPn) + B•(Mu /phiMn) <= 1.0 If Pu/phiPn > 0.2, A =1, B = 6/9; If P WphiPn c 0.2, A = 2, B = 1 (1) 1.4D Pu = 10.808 k Mu -x = 0.000 k -ft Eq. H1 Results = Mu -y = 0.000 (2) 1.2D + 1.8L .. . Pu = 14.963 k (5) 1.2D + 0.5L + 1.0E ... Pu = 11.045 k Mu-x = Mu -y = Mu -x = Mu - y = 0.000 k -ft 0.000 0.000 k -ft 0.000 k -ft 0.9 ' Mn -x : 0.9eMn -y: Column Design OK 11.565 k -ft 11.637 0.213' 1.0 Eq. H1 Results = 0.294: 1.0 Eq. H1 Results = 0.217: 1.0 Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 Rev: 580008 User KW-0508898, Ver 5.8,0,1-Dee-MO (c)1983 -2003 ENERCALC Engineering Sala Description Pipe Column Supporting Glulam Beams Section Properties P4STD Diameter 4.500 in Weight hoc l yy Thickness 0.237 in Sxx Area 3.17 in2 Syy Rxx Ryy Section Type = Pipe Idle : Dsgnr: Description : Scope Steel Column 10.77 S/ft 7.230 in4 7.230 in4 3.210 in3 3.210 in3 1.510 in 1.510 in Zx Zy Job # Date: 11:45AM, 22 DEC 05 &11 Values for LRFD Design.... J 14.500 in4 0.00 4.310 in3 4.310 in3 0.000 Page 2 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 PROJECT# OS - 108000 PROJECT QA- f-19'tYcy.1 PoluF(C DATE ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS SUBJECT &IUN H isElAtinl SHEET OF OF By 8T T IP I Cot 1".11 e 23' 9/+ It-nF ( - I6 ft F Wu_ 2 o ? 6 F ((• 33') = 2/ pup Sly 'ronaDUT - II'% T4 I(6 e Iti" (16 + 2? !cf) (25) (4 ` 1 /15 yl bE b1N•Sora 1 Uri 1.01 (1`i CMiu\ D tC ENW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS ) 6869 WOODLAWN AVE. N. E., #205, SEArnE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT# 06 - toboeo PROJECT reVe.Abt c,4 !Sufi c_ DATE SUBJECT 2ob3 1144a e r e % I s SHEET P I Op 5 b?Ef11/4IG4S 1P4 tk STMJ(t 1-11-1 W" FAJtL tt514-4 Fon- to x to' Ti4LL oPt - W INOow WILL !St- (6' 7sItt x 1' LalbE) - 3' 61 t.t_ I 3� /c-11 1/4 2X151 PSIA4F. # ts"Ye ' -1 °2ta, '#4@ IS re Yes Us fbeir W 1NM' Ww eAso $t_D = (oo2€6)( (o. 95) ( Ci 11 .3" p 11.30 p (o _1- a,18> (SS ps-P BY r S w {L a ck t e +At1flS IL1 # in- At 1t — CA TA-1L k b No [ asiTkato - w 1� T4e a n�eCic� sISTaH. • "AN - CI- 4 3 ckt-% beeNI ACT s. PhNet4 M')S( 1XiatS1 tste(• aF t LAme (Aal)s pnlly 001 - OF- PIPNF toAD tV{ 2fl &Lki K->? LoaD FPa tti sus Iw 6.4(0 tsd '1 1 M+4tx zs Is.z ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful input = . cells Job number : 05- 108000 Job name : Paragon Pacific- Segale Bldg 783 IBC 2003 Section 1618 6 I ASCE 7 -02 Section 9.5.5 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -02 (U.N.O.) InDUf Basic Seismic-Force- Resisting System = Basic Seismic - Force - Resisting System = Is Diaphragm considered Flexible? Is this considered a Building Structure ? hn = Ss = S1 = Site Class = Cr7 = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Seismic Use Group = Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa R= Qo= Cd = 5 I = 1 Detailing Reference Section = 1910.2.4 Dlaphra0ms Cs cald. = Cs max. = Cs min. = Cs use = Vu design = V design in Ev 1B Special reinforced concrete shear walls BWS 32,83 11 1.3892 0.4746 II 32.83 ft. 32.63 ft. 32:8311 Output 1.000 1.525 1.389 0.724 0.926 0.483 D 0.104 0.522 0.02 0.274 0.926 5 2 Fpu = 0.1852 Fp= 0.1296 V = 0.130 = Bearing Wall System Sec. 9.5.2.3.1 Sec. 9.14.1.1 - for Nonbuilding Structure definition. height to top level in main portion of structure (abv.base) Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Table 9.4.1.2 Sod profile properties "D' is default unless the Building Table 1 -1 page 4 Officinal thinks it is Site Class "E ". roof high point (minimum parapet) roof low point (maximum parapet) W is Building weight (# or kips) Section 9.1.3 & Table 9.1.3 Table 9.4.1.2.4a Table 9.4.1.2.4b Sms = FaSs Sec. 9.4.1.2.4 (Eq. 9.4.1.2.4 -1) Sm1 = FvS1 Sec. 9.4.1.2.4 (Eq. 9.4.1.2.42) Sds = 2/3Sms Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5 -1) Sd1 = 2/3Sm1 Sec. 9.4.1.2.5 (Eq. 9.4.1.2.5 -2) Tables 9.4.2.1a & 9.4.2.1b 0.2Sd1/Sds Section 9.4.1.2.6 Sd1 /Sds Section 9 41 26 Section 9.5.5.32 Table 9.5.5.3.2 seconds - Sec.9.5.5.3 (Eq. 9.5.5.3.2 -1) Section 9.4.1.2.6 (Eq. 9.4.1.2.6- 1)or(Eq.9.4.1.2.6 -2) Table 9.522 Response Modification Coefficient System Overstrength Factor modified for flexible diaphragm Deflection Ampifiatlon Factor for use in Sections 9 .5.3.7.1 & 9.5.3.7.2 Occupancy Importance Factor - Table 9.1.4 0.185 Section 9.5.5.2.1 (Eq 955.21 -1) 0.353 Section 9.5.5.21 (Eq. 9.5.521 -2) 0.041 Section 9.5.521 (Eq. 9.5.5.213) &(Eq. 9.5.5.2.1 -4) 0.185 Section 9.5.5.2.1 (Eq. 9.5.5.2.1 -1) 0.185 IN At strength level USD (Eqs. 9.5.5.2.1) 0.130 IN Working (0.7•E ) MD 0.185 •D - +/-.2 Sds D (Eq. 9.5.2.7 -1 & 9.5.2.7.2) - May be Zero for proportioning foundations m MD. SHEET OF Rev.6/29/04 Table 9.5.5.3.1 Cu = 1.4 wp = The weight of the diaphragm and other elements of the structure attached to ft. Vpx = The portion of the shear force at the level of the diaphragm, required to be transferred to the components of the vertical meting system because of the offsets or charges ii stiffness of the vertical components above or below the diaphragm. *wp + Vpx (Eq. 9.5.2.6.2.7) USD *wp + 0.70Vp (Eq. 9.5.2.8.2.7) MD 'W MD (Eqs. 9.5.5.2.1 above) IBC EQ. I IBC Seismic I Use the larger of th 1 e 2 uatons Seismic IBC2003.xis ENW ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS PROJECT # OS 1 SUBJECT cart. SarwNELnebv W DPiN ttil l>Jn� = ItPSF ( `fL� = 2Sz 7'LF JDLL. = za (t /ti ) 1•1 D > \ q\ Mw� (,L( NA (I 1 s 3c.iV 6 - - D.16.56\ M-= 25. TfF (3.iz etr) SEit+'^ &&W 2j 6=01 -c- z t 6869 WOODLAWN AVE. N. E, #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522• -6698 PROJECT Pcw-ritret4 r4c1F) c 7F 4 L tPFNirits (q -?%r z) r IS P4F ( = Lao PLF ngaae y151A (1,211-62 6 ('N?D W(WS. ( try _ $.` 12 A - L As 0.1 (bc ls)(35- As .0 ins (6b lrc ) A 8.85_65 0. ft (H Its) (6.51 Nb eta' D . a;4 :1 SA. k-C+ = 36.71 g-ih ,011(, in 2.33 Iz 4- - 11.1S . 2 on L ,0 2 .011s .h` A ° , D(14. ;n` (LO �S (4 ILSA ( 5.S) DATE SHEET 4 . 107 in I no k6) _ to I 0, ec (1 iv\ (36 A) L H I ;,.. SSEEi RE tg'D Abbeb . 113 h, OF ENW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 PROJECT # x6-1 PROJECT PA2'REtc fl t DATE SUBJECT ¥s9.*t DPtN114"1S tWer G J&iECtI o.! I'{ b S t1= U-• ( ) 3 A,i 9( C1Fp20.-J 57EEl \& 'rt em tenet IV /kn. N \tk- Lba "°1 o V ettSrtE 11 -0 T' Z.> 4t Ltd (2) 4 4 04-¢D3oe.L `Tt$. Kg - a tnBeneet 3 "- t•470 \(" Sts PSo1 bveesJam. NB ) SHEET P3 OF BY 57 JOB # Input cells = WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & floor (60" o/c max.) Properly of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB NAME :- (Paragon Pacific - Segale Bldg 763 I 05- 108000 I Trial Sq. HSS size =I6X6X3116 PROVIDED= 22.3 IRE*D.= 5.12 S PRCMOED= 7.42 SRECO.= 1.94 ACTUAL DEFLECTION = 0.25 ALLOWABLE DEFL.(12H/150) = 1.07 ENGINEERS - NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION: - (Panel 421, 122 in. in. in. n. i 0.60 . 10.00 . Duration factor = wind load = seismic load = lateral design load = T =C= T =C= M • MTUBE r ROOF ( Wall support It ) 100 6.55 18:20 18.20 1292 2011 4917 4917 SHEET 'k OF 13.42 strength psf psi Psi # (conn.just above door) # (top connection) ( IN WALL HEIGHT "H" ) #-ft I TRwx.= 2011 # 0 WALL CONNS Y wlx; = 1465 '#o BASE CONN WALL WITH HSS 6X6X3116 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 6X6X3H6 weighs 14.53 plf Rev. 6/25/04 Strongback 12/27/2005 Pagel STRBACK.XLS JOB # ENGINEERS - NORTHWEST INC. P.S. SHEET Ps, OF 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 6/25/04 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB NAME :- (Paragon Pacific- Segale 763: I 05- 108000 I FOR : - DESIGN of Square Tube Steel (HSS) Strong backs @ new wall openings, etc. WALL STRONG BACK LOCATION:- IPanel 123 Input cells = WALL HSS. STRONGBACK OPENING Conn. must occur between 1st. conn. above top of door & floor (60" o/c max.) Trial Sq. H ' v . S9 R= HSS size = I PROVIDED= IREO'D= S PROVIDED= SREaD.= ACTUAL DEFLECTION = ALLOWABLE DEFL.(12H/150) = ?R >111 E i °= > 1 3.00. . 9.00 I4X4X3/16 , 621 in." 3.20 in. 3.1 in , 1.21 in? 0.55 in. 1.07 in. HSS TOP 13 fL Sfrongback Pagel ....1:50 1:00 I Duration factor = wind load = seismic bad = lateral design bad = T =C= T =C= M oDSr = MTUEE ROOF ( Wall support ht. ) --> H —> - --> loading 0.50 I ' . 10.00 1 ills= 137 1.00 6.55 .. 18:20 18.20 808 1257 3073 3073 fl strength pat pat pat # (conn.just above door) # (top connection) ( IN WALL HEIGHT "H" ) #-ft 1257. # CWALLCONNS 816 # a TS BAS e CONN: WALL WITH HSS 4X4X3/16 STRONG BACK IS OK FOR LATERAL LOAD SHOWN HSS 4X4X3/16 weighs 9.42 WI 12/27/2005 STRBACK.XLS t .0 ly admen TJ -Been,® 8.20 Serial Number 7003008220 User 2 12292005 8:08:53 Ml el Engine Version: 8.20.16 Ceiling Joists 16" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psi): 20.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/UpIIR/total 1 Stud wall 3.50" 3.50' 313/188/0/501 Al:Blocking 2 Stud wall 3.50" 3.50" 313 /188/0/501 A1: Blocking -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): Al: Blocking DESIGN CONTROLS: Maximum Shear (lbs) 1000 Vertical Reaction (Ms) 995 ornent (Ft -Lbs) 2842 Load Deg (in) otal Load Deg On) TJPro PROJECT INFORMATION: Segale 763 Paragon Pacific Design Control 1000 2190 995 1505 2842 8405 0.200 0.769 0.320 1.154 35 30 Copyright 0 2005 by Thus Joist, a Weyerhaeuser Business TJIB and TJ - Beams are registered trademarks of Trus Joist. • -I Joist ",Pro" and TJ -Pros' are trademarks of True Joist. Control Passed (46%) Passed (66%) Passed (34 %) Passed (L1999 +) Passed (L Passed 23' 4" 1 Ply 16" TJI® 360 1 Ply 16' TJI® 360 Product Diagram is Conceptual. Location Rt. end Span 1 under Concentrated loading Bearing 2 under Concentrated loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 J ( - Deflection Criteria: STANDARD(LL:U360,TL:L240). - Deflection analysis Is based on composite action with single layer of 19/37 Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 lbs concentrated load requirements for standard non-residential floors have been considered for reaction and shear. TJ RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance Sitomation and is based on a GLUED & NAILED 19/32" Panels (20' Span Rating) decking. The controlling span is supported by walls. Adddional considerations for this rating include: CaLng - None. A art uctural analysis of the deck has not been performed by the program. Comparison Value: 1.84 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrards the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the TJ Distribution product listed above. -Live load on portion of joist area is very low. OPERATOR INFORMATION: Engineers NW 6869 Wooflaxm Ave NE Seattle, WA 98115 Phone : 206 525 7560 Fax : 206 522 6698 Ceiling Joists haeusa 7J-Beem 820 Serial Number 2 o 1 6" TJI® 360 @ 16" OIC . 2 120/2005 ngl n m THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 23' 1.00" A Max. Vertical Reaction Total (lbs) 501 501 Max. Vertical Reaction Live (lbs) 313 313 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 69 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 183 -183 Max Shear at Support (lbs) 185 - 185 Member Reaction (lbs) 185 185 Support Reaction (lbs) 188 188 Moment (Ft -Lbs) 1066 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 489 -489 Max Shear at Support (lbs) 492 -492 Member Reaction (lbs) 492 492 Support Reaction (lbs) 501 501 Moment (Ft -Lbs) 2842 Live Deflection (in) 0.200 Total Deflection (in) 0.320 PROJECT INFORMATION: Segale 763- Paragon Pacific Copyright O 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ - Beam® are registered trademarks of True Joist. c -I Joist °,Pro° and TJ -Pro° are trademarks of Trus Joist. OPERATOR INFORMATION: Engineers NW 6869 Woodlavm Ave NE Seattle, WA 98115 Phone: 206 525 7560 Fax : 206 522 6698 JT- SECTION DESIGNATION: 6005200 -43 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = WEAK AXIS BRACING NONE MID Pt 24 in 2001 North American Specification ASD DATE: 12/21 /2005 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in TOTAL ALLOWABLE AXIAL LOADS (Ibj Paragon Pacific- Segale 763 INPUT PARAMETERS Overall Stud Length = 16 ft Load has not been modified for load type or duration Steel Thickness = 0.0451 in Inside Corner Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold-Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABLE AXIAL LOADS MAXIMUM CONCENTRIC LOADED KL/r LOADING THROUGH WEB 260 130 82 837 2417 4089 618 1368 1918 Si O INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = INPUT PARAMETERS Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS (Ib/ftI Without Web Stiffeners With Web Stiffeners 2001 North American Specification ASD DATE: 12/21/2005 Paragon Pacific- Sega le 763 SECTION DESIGNATION: 600S200-43 (2) Back-to -Back 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in Steel Thickness = 0.0451 in Inside Corner Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold -Work, Fya = 33.0 ksi Punchout Length = 4.000 in ALLOWABLE UNIFORM LOADS Deflection Limit: I./360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in SPAN LENGTH (ft) 3.50 8.00 10.00 724.5 317.0 189.7 1617.9 333.3 189.7 ST 0 SECTION DESIGNATION: 6005200.43 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = ALLOWABLE LOADS (lb) 6.000 in 2.000 in 2.000 in 0.625 in 1.500 in BRACING NONE MID Pt THIRD Pt SHEATH 2 SIDES DEFLECTION 2001 North American Specification ASD DATE: 12/20/2005 Paragon Pacific- Segale 763 Steel Thickness = 0.0451 in Inside Comer Radius = 0.0712 in Yield Stress, Fy = 33.0 ksi Fy With Cold -Work, Fya = 33.0 ksi Punchout Length = 4.000 in COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 16.0 Lateral Load = 5.0 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending 12 in 737 2090 2936 2988 L/2061 SPACING 16 in 24 in 704 640 1985 1783 2778 2475 2826 2517 L/1546 LJ1030 Maximum KL/r 260 130 87 82 53 0 Engineers Northwest 8869 Woodlawn AVE NE Seattle WA 98115 Description Criteria savismeosammtmatementtrweinammen1/4....... Retained Height = 2.00ft Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density = Wind on Stem = Surcharge Loads I Desi • n Summa Total Bearing Load .. ...resultant ecc. _ Soil Pressure @ Toe = 337 psf OK Soli Pressure @ Heel = 430 psf OK Allowable = 2,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 419 psf ACI Factored @ Heel = 534 psf Footing Shear @ Toe = 0.9 psi OK Footing Shear @ Heel = 9.3 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 4.72 OK Sliding = 1.52 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 223.1 lbs less 100% Passive Face = - 91.2lbs less 100% Friction Force = - 248.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Design Results Segale 763- Paragon Pacific (0' - 2' High wall) 0.50 ft 0.00: 1 0.25 in 120.00 pcf 0.0 psf 828 Its 0.52 in t Reel Factored Pressure = 419 534 per Mu' : Upward = 149 Mu' : Downward = 61 354 ft4 Mu: Design = 88 354 ft4 Actual 1 -Way Shear = 0.92 9.25 psi Allow 1 -Way Shear = - 85.00 8500 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Sped Key Reinforcing = None Spec'd Title : Dsgnr: Description : Scope: Soil Data Allow Sod Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction 0.300 Soil height to ignore for passive pressure = 0 o0 in Surcharge Over Heel = 100.0 psi Used To Resist Sicf g & Overturning Stem Construction I Top Stern Stem OK Design height ft = 0.00 Wall Material Above 'Hr = Concrete Thickness = 6.00 Reber Size = # 4 Refer Spacing = 18.00 Reber Placed at = Edge Design Data PoIFB + fa/Fa = 0065 Total Force @ Section lbs = 218.2 Moment...Actual ft-# 178.5 Monherd..._Allowable = 2,749.3 Shear....Adual psi= 4.3 Shear....Aiwvable psi = 65.0 Bar Develop ABOVE Ht. in= 18.72 Bar Lap/Hook BELOW Ht. hi = 8.00 Wall Weight = 72.5 Reber Depth 'd' in = 4.25 Masonry Data fm psi= Fs psi= Sold Drooling = Special Inspection = Modular Ratio w = Short Term Factor Equiv. Sold Thick - Masonry C Data Normal Type = Weight fc psi= 2,500.0 Fy psi = 60,0000 Other Acceptable Sizes & Spacings Toe: Not read, Mu < S • Fr Heel: Not req'd, Mu < S • Fr Key No key defined Footing Thickness Job if Date: 10:46AM, 3 JAN 06 W Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev 580010 User KW- 0606888, Ver 5.8 0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 fc = 2,500 psi Min. As % Toe Width Heel Width Total Footing Width Fy = 60,000 psi = 0.0014 0.83 ft 1.33 2.16 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Engineers Northwest 8869 Woodlawn AVE NE Seattle WA 98115 Rev: 5800 User KW- 0908898, Ver 5.80, 1-Dec-1003 L (c)1983-2003 ENERCALC Engineering Software Description Segale 763- Paragon Pacific (0' - 2' High wall) Summary of Overturning & Resisting Forces & Moments Item OVERTURNING..._ Force Distance Moment lbs ft a4 Heel Active Pressure = 223.1 1.12 249.8 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = 223.1 Resisting/Overtuming Ratio Vertical Loads used for Soil Pressure = Cantilevered Retaining Wall Design O.T.M. = 249.8 = 4.72 827.7 lbs Vertical component of active pressure used for soil pressure Title : Dsgnr: Description : Job # Date: 10:46AM, 3 JAN 06 Vat Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Page 2 ■ RESISTING Force Distance Moment bs It &# Soil Over Heel = 199.2 1.75 347.6 Sloped Soil Over Heel = Surcharge Over Heel = 83.0 1.75 144.8 Adjacent Footing Load = Mal Dead Load on Stem = 0.00 Soil Over Toe = 2.1 0.42 0.9 Surcharge Over Tee = Stem Weight(s) = 181.3 1.08 195.8 Earth @ Stem Transitions = Footing Weight = 270.0 1.08 291.6 Key Weight = Vert. Component = 92A 2.16 199.0 Totals 827.7 lbs R.M.= 1,179.6 NOTE: - M. ut cells that showu • as blank are taken as ZERO in the y, am. Stem From top (ft 1110th Pts.) Mu vu Km p Vertical reinforcing As bar size Spacing Horizontal rein forcing As bar size Spacing Remarks 0226 0.001 0.000 0.0000 009 84 18 in. ok 0.14 84 16 in. o/c 0.450 0.000 0.001 0.0000 0.09 #4 181n. o/c 014 8 4 16 in. do 0.876 0.014 0.001 0.0000 0.09 84 18 M. ok 014 8 4 16 in. do 0.900 0.027 0.002 0.0000 0.09 #4 18 in. ok 0.14 84 16 in. do 1.126 0.045 0002 0.0001 0.09 #4 18 in. olc 0.14 8 4 16 in. do 1.360 0.070 0.003 0.0001 0.0.9 t4 18 in. ok 0.14 #4 18 in. do 1.676 0.100 0.004 0.0001 0.09 #4 18 in. ok 014 84 16 in. o/c 1.800 0.138 0.004 0.0002 0.09 04 18 in. o/c 014 84 18 in. ok 2.025 0.184 0.005 0.0003 0.09 84 18 in. olc 014 #4 10 in. ok 2.250 0.238 0006 0.0003 0.09 #4 18 In. a/c 0.14 84 161n. do , Ftg.Toe Bottom reinforcing Stem Mu sn vu S. p As' Innate Spacing 0213 0.003 0.0001 001 84 255 in. do Ftg.Heel Top reinforcing Stem Mu vu o p As bar size Spacing 0.141 0.002 0.0001 001 #4 403 in. ok Shear key d a Vertical reinforcing reinf.3" dr. to toe lace Mu srr vu MI p As bar size Spacing Equivalent active pressure • Equivalent passive pressure a Uniform horizontal pressure • Soil density • Pc • Fy = Vertical Reinforcing size • dsmM a dao.F. a W to shear key= Property of Engineers Northsest, Inc.. Seattle - Use by others unlawful CONCRETE RETAINING WALL PROJECT : - Segale 763 Paragon Pacific (0' -2' High Wail) Input Cells • ( per lineal ft ) 35 pcf 260 pcf 84 4.25 in. 8.75 in. Horiz. Reinf. size • 8 Allowable soil bearing a 2. ksf Coefficient of friction = 03 Toe widths .. .0.03 ft. Shear key width • Shear key height • Restrained by slab? ( Y or N Slab resistance • Passive • 0.147 kips LOW Pc Friction a 0.244 kips a qs max.= 0.628ksf qs at F.O.W. a 0.411 ksf qs at B.O.W. a 0.340 ksf ENGINEERS NORTHWEST. INC. P.S. 6889 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA 98115 Pagel F.S. Overturning a SAS F.S. Sliding • t:52 Pv = Surcharge • Aft I 0 in: 1 ft I SHEET OF Rev. 3/15/01 W3 in 29 psf T.O.Soil CODE IBC Design Soil pressure on wall 99 psf El 0' -0" 137 psf 411B.O.Fig. 1/3/2006 Retwallads Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 Rev 500010 User KW-0806898, Ver 5.8.0, 1-Dec -2003 (c)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 Description Criteria Retained Height = 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 0.50 in Soil Density = 120.00 pcf Wind on Stem Surcharge Loads Desi n Summa Total Bearing Load = Z527 lbs ...resultant ecc. = 0.95 In Soil Pressure t$ Toe = 578 psf OK Soil Pressure © Heel = 742 psf OK Allowable = 2,000 pet Soil Pressure Less Than Allowable ACI Factored 0 Toe = 724 psf ACI Factored @ Heel = 928 psf Footing Shear @ Toe = 2.0 psi OK Footing Sheer @ Heel = 38.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 6.04 OK Sliding = 1.55 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 549.8 lbs less 100% Passive Force = - 95.7 lbs less 100% Friction Force = - 758.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Design Results 1 �rasnassii ®■.i arrive Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Segale 763- Paragon Pacific- 2 to 4' High Wall 0.0 psf = 724 = 254 63 192 = 2.03 85.00 = None Spec'd = None Spec'd = None Spec'd Toe Heel 928 pet 0 ft-# 4,224 ft-S 4,224 ft-S 38.44 psi 85.00 psi Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psfM Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psfM Water height over heel 0.0 ft FootingllSoi Friction 0.300 Soil height to Ignore for passive pressure 0.00 In [Stem Construction Design height Wall Material Above lir Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fc Fy Job If Date: 10:24AM, 3 JAN 06 Title : Description : Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ft Top Stem Stem OK 0.00 Concrete 6.00 # 4 18.00 Edge psi = 2,500.0 psi = 60,000.0 psi tau( Fy = 60,000 psi = 0.0014 0.83ft 3.00 3.83 10.00 in fc = 2,500 Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover O Top = 3.00 in @ Btm.= 3.00 in 0.00In Surcharge Over Heel = 100.0 Ps( Surcharge Over Toe = 0.0 psf Used To Resist Siding & Overturning Used for Sliding & Overturning ft1IFB+fa/Fa = 0.420 Total Foote Section lbs = 674.3 Moment...Actual ft-# 1,031.3 Moment....Atkmable = Z455.6 Shear....Acdwl psi= 13.2 Shear.... Allowable psi 85.0 Bar Develop ABOVE Ht. in = 18.72 Bar Lap/Hook BELOW Ht. In = 6.00 Wall Weight = 72.5 Reber Depth 'd in = 4.25 Masonry Data fm psi= Fs Psi =- Solid Grouting = Special Inspection = Modular Ratio w = Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S • Fr Heel: !40 12.25 in, #50 19.00 in,f16fg 27.00 in, #70 3650 in S80 48.25 In, #9Q 4 Key. No key defiled Engineers Northwest 6869 Woodlawn AVE NE Seattle WA 98115 Description Segale 763- Paragon Pacific- 2 to 4' High Wall Overtu Summer r of rning &Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load F21 Stem Above Soil = SeismicLoad 549.8 1.82 Total = Resisting/Overtuming Ratio Vertical Loads used for Soil Pressure = OVERTURNING Force Distance Moment lbs ft ft# 549.8 O.T.M. = 999.3 6.04 2,5272 lbs Vertical component of active pressure used for soil pressure Title : Dsgnr. Description : Scope: Job Si Date: 10:24AM. 3 JAN 06 w S Code Ref: ACI 318-02, 1997 UBC, 2003 IBC 2003 NFPA 5000 Rev. 580010 User KW- 0808898, Ver580, 1-Dec-2003 L (o)1983-2003 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 I RESISTING Force Distance Moment ms ft ft-# 999.3 Soil Over Heel = 1,200.0 2.58 3,096.0 Sloped Sod Over Heel = Surcharge Over Heel = Adjacent Footing Load = Mal Dad Load on Stem = 0.00 Sod Over Toe = 4.2 0.42 Surcharge Over Toe = Stern Weighs) = 326.3 1.08 Earth C Stein Transitions = Footing Weight = 478.7 Key Weight Vet Component 250.0 2.58 645.0 1.92 = 268.1 3.83 Total = 2,527.2 lbs R.M. 1.7 352.4 916.8 1,026.8 6,038.7 NOTE: - Input cells that showup as blank we taken as ZERO in the program. Stem From top (021110 th Pis.) Mu """ vu ° p Vertical reinforcing As bar size Spacing Horizontal reinforcing A bar size Spacing Remarks 0.467 0.006 0.001 0.0000 0.09 84 18 in. o/c 0.14 #4 16 in. olc 0.934 0.030 0.002 0.0000 0.09 #4 18 M. oft 014 #4 16 in. o/c 1.401 0.076 0.003 0.0001 0.09 #4 18 In. olc 0.14 #4 16 in. olc 1.868 0.161 0.006 0.0002 0.09 84 18 in. olc 014 #4 16 in. o/c 2.335 0.261 0.006 0.0004 0.09 i 4 18 M. olc 014 #4 16 in. olc 2202 0 .413 0.009 0.0006 0.09 84 18 M. olc 0.14 #4 16 in. o/c 3.269 0.611 0.011 0.0008 0.09 #4 18 in. olc 0.14 #4 16 in. o/c 3.736 0283 0.014 0.0012 0.09 #4 18 M. oft 0.14 #4 16 in. o/c 4.203 1.174 0.017 0.0016 0.09 04 18 IL Oft 0.14 64 16 in.nk 4.670 1.561 0.020 0.0022 0.11 #4 18 M. orc 0.14 #4 16 M. oft Ftg.Toe Bottom reinforcing r Stem Mu 144T w "' P As bar size Spacing 0 .474 0.005 00003 0.02 84 116 M. olc Ftg.Heel Top reinforcing Stem Mu UT vu ° p Ar bar size Spacing 1.496 0.012 0.0008 0.06 #4 37 in. ok: ' Shear key d • Vertical reinforcing reinf.3" clr. to toe face Mu sn vu 1° P As bar size Spacing Property of Engineers Northwest, Inc., Seattle - the by others unlawful CONCRETE RETAINING WALL PROJECT : - Segale 763 -. Paragon Pacific (2' - 4' High wall) Input Cells• (per linealft) Equivalent active pressure • - ..35 Equivalent passive pressure s Uniform horizontal pressure - Soil density = Pc • Fy • Vertical Reinforcing sizes *4 diggy,1 • 4.26 in. dao.F. _. 6.76 in. dTA.F.• - -. 7.. in. - '. Horiz. Reinf. sizes . 94 Allowable soil bearings .. 2ksf Coefficient of frictions 0.3 Toe widths 0.83 It Shear key width a Shear key height a Restrained by slab? ( Y or N ) Slab resistance • Passive= 0.283 kips W to shear keys pcf 260 pcI 120 2.5 ksi 60.ksi LOW F'c Frictions 0.776 kips Ji qs ma • 0.977 ksf qs at F.O.W. • 0.846 ksf qs at B.O.W. • 0.767 ksf ENGINEERS NORTHWEST, INC. P.S. 8869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Page 1 F.S. Overturning s 398 F.S. Sliding = 1,53 .. Surcharge sf 100 psf I 6, in. 4.ft .67 ft - L 10. M. 1 3.63 ft. I SHEET OF Rev. 3/15101 v J (. CODE IBC 29 psf T.O.Soil Design Soil pressure on wall 169 psi St El 0' -0" 222 psi B.O.Ftg. 1/32006 Relwalb:ft ACTIVITY NUMBER: D06 -006 DATE: 01 -05 -06 PROJECT NAME: PARAGON PACIFIC SITE ADDRESS: 18270 SEGALE PARK DR B X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPA Building Division Public Works WW1 OA Complete Comments: TUES/THURS ROUTING: Please Route Approved ❑ Notation: Documents/routing slip.doc 2-28-02 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: ..PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP Approved with Conditions 511 AU1 I.1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required ❑ Permit Coordinator ❑ DUE DATE: 01-10-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 02-07-06 Not Approved (attach comments) ❑ DATE: lqt dL. 1-lo-Dg Planning (vision Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License LAPIAL*008J8 Licensee Name LA PIANTA LLC Licensee Type CONSTRUCTION CONTRACTOR UBI 602023533 Ind. Ins. Account Id PARTNER/MEMBER Business Type LIMITED LIABILITY COMPANY Address 1 PO BOX 88028 Address 2 City TUKWILA County KING State WA Zip 981382028 Phone 2065752000 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 4/28/2000 Expiration Date 4/1/2006 Suspend Date Separation Date Parent Company Previous License LAPIALP055MZ Next License Associated License Business Owner Information Name Role Effective Date Expiration Date SEGALE, MARIO A AGENT 01/01/1980 SEGALE, MARIO A PARTNER/MEMBER 01/01/1980 Look Up a Contractor, Electric; an or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #2 Bond Company Name SAFECO INS CO OF AM Bond Account Number 6115146 Effective Date 04/01/2002 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount S12,000.00 Received Date 03/28/2002 https: / /fortress .wa.gov /lni/bbip /printer.aspx ?License= LAPIAL *008J8 01/31/2006 x x x x x x x x x