Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D03-337 - GENE JUAREZ - STORAGE RACKS
GENE JUARFZ 10828 EAST MARGINAL wys D03 -337 Z Z av ea. wIC '~ W JU 00 w W= J 1--. N LL. W O. co � Q I._ W, Z �. H O. Z F- W Lu 0. O N O H W W 2 1- U. LL O` U N; H �. O Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z Parcel No.: 0323049164 Permit Number: D03 -337 1 z Address: 10828 EAST MARGINAL WY S TUKW Issue Date: 11/10/2003 re 2 Suite No: Permit Expires On: 05/08/2004 v 00 N Tenant: w H Name: GENE JUAREZ Address: 10828 EAST MARGINAL WY S, TUKWILA WA w O Owner: ga 5 Name: E MARGINAL WAY PROPS LLC Phone: U- Address: 3006 NORTHUP WAY STE 101, BELLEVUE WA = CJ F .w Contact Person: ? Name: BEN RANDAZZO Phone: 253 - 261 -0407 z 0 Address: 3500 WEST VALLEY HY N, #101, AUBURN WA W j Contractor: U(3 Name: RAYMOND HANDLING CONCEPTS Phone: 253 - 872 -8811 0 Address: 6651 S 216 ST BLDG #D, KENT, WA = w Contractor License No: RAYMOHCO34KB Expiration Date:10 /01/2005 F- H u- .z w U= H O F DESCRIPTION OF WORK: INSTALLING 61 BAYS OF RACKS (7' 8" TO 8'). Value of Construction: $ $0.00 Fees Collected: $395.96 Type of Fire Protection: Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: 00025 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: doc: Devperm N N DEVELOPMENT PERMIT Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: Profit: Private: D03 -337 Public: Non - Profit: Public: Printed: 11 -10 -2003 • �'if ::.+f AY. nn .uvS::.ZL'd.:Lisw..ueb.i..w�.:w .:,:µa:r..fw+K• z Signature: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 003 -337 Permit Center Authorized Signature: ���. _ ,�-C� Date: /Q d3 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein 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 co performance of work. I am authorized to sign and obtain this development permit. Date: //- /U - c 3 Print Name: /� �^V -7 r c) 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. Printed: 11 -10 -2003 City of Tukwila PERMIT CONDITIONS Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0323049164 Permit Number: D03 -337 Address: 10828 EAST MARGINAL WY S TUKW Status: ISSUED Suite No: Applied Date: 10/30/2003 Tenant: GENE 3UAREZ Issue Date: 11/10/2003 -1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 4: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 5: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations 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 ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 6: All rack storage requires a separate permit through the City of Tukwila. Structural calculations stamped by a Washington State licensed Structural Engineer are required for rack storage over eight (8) feet in height. 7: ** *FIRE DEPARTMENT CONDITIONS * ** 8: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 9: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 10: Maintain fire extinguisher coverage throughout. 11: * ** EXITS * ** - UFC Article 12 12: No point in a sprinklered building may be more than 250 feet from an exit, measured along the path of travel. (UBC 1004.2.5.2.2) 13: Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) 14: When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 1003.2.8.2) 15: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system doc: Conditions D03 -337 Printed: 11 -10 -2003 s ::4ve•�+.Ei• ���i &5�'•. °{i i�i+lvn • lm N X 4 + .1 1nY'mNSiII City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 16: * ** SPRINKLER SYSTEMS * ** - UFC ARTICLE 10 - NFPA 13 17: Hose racks must remain unobstructed to allow the rack to swing freely. (UFC 1001.7.3) 18: Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13- 4- 5.5.3.1) 19: Refrain from blocking sprinkler coverage with shelving. NFPA standard #13 states that any shelving or decks in excess of 4 feet in width will require installation of sprinklers thereunder. 20: Maintian hose station coverage per City Ordinance #1901 and N.F.P.A. 14. Addition /relocation of walls or partitions may require relocating and /or adding hose stations. 21: ** *STORAGE PRACTICES * ** - UFC Article 81 @ 11 22: Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 1109.2) 23: Where storage height exceeds 15 feet and ceiling sprinklers only are installed, fire protection by one of the following methods is required for steel building columns located within racks: (a) one -hour fire proofing, (b) sidewall sprinklers at the 15 foot elevation of the column, (c) ceiling sprinkler density minimums as determined by the Tukwila Fire Prevention Bureau. (NFPA 13) 24: Depending on the classification of the commodity being stored and the size of the storage area, smoke vents, small hose stations and curtain boards may be required by Table 81 -A of the Uniform Fire Code. Contact the Tukwila Fire Prevention Bureau for further information. 25: Nominal 6" transverse flue spaces between loads and at rack uprights shall be maintained in single row, double row and multiple row racks. Random variations in the width of flue spaces or in their vertical alignment shall be permitted. (NFPA 231c 4 -3.1) 26: Maintain minimum 6" longitudinal flue space between back to back racks. (NFPA 13) 27: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and #1901) 28: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 29: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 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. doc: Conditions D03 -337 Printed: 11 -10 -2003 .,t isa. u. ida :xro.�ite.s�4.1�3;tT.S�icD�ipk >1 1 : l�i!s+iL,ti:.ei.d' its. `wG:it�tirJ{r.�lsw.�3'i:Or+ituY� Signature: Print Name: doc: Conditions Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 City of Tukwila D03 -337 Date: /*/ 3 Printed: 11 -10 -2003 1 SITE LO( Site Address: iaSea' / / t4J,� S Tenant Name: Property Owners Name: Mailing Address: City State Zip Name: 47.4 Mailing Address: 35 C wes; Va //y ,/%5 / / (/• Sic / /•;clh7// GC�� 9fG 7 J / City State Zip Fax Number: 75 - E -Mail Address: & r .vo% -zw6 rely rlc ..t,c rll..Vit, k/ -*"" Company Name: y,1y/77ePoi / l,... �, ��,� r_ c/ Mailing Address: _1- AJ. l l , N. .$/ /C u11c /�✓ City Contact Person: / 4.K lephone: 2 -53-33 3 - 5 / E -Mail Address: br4n.42..to ret-y. o,�JA4.t.d - .c�.r! F c lumber: 7-3 - Z-G f -' /c Contractor Registration Number: gn y'i k /lc :3 / /(i 3 Expiration Date: /© - I . - G►.S. * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Company Name: Mailing Address: Contact Person: E -Mail Address: Company Name: Mailing Address: Contact Person: E -Mail Address: 1applications\pennit application (3-2003) 3/2003 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 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 ** �r�✓e v19 Z kvti 5 King Co Assessor's Tax No.: 0 Suite Number: Floor: New Tenant: .... Yes (&No Day Telephone: ,7 s :3 - '-c-e 7 State H plans must be stamped by Architect of Recor Page 1 City Day Telephone: Fax Number: State 91' Zip Zip ENGINEER RECORD :A11 plans must: be wet "stamped by Engmeer.of Record State Zip City Day Telephone: Fax Number: ..,,.........., .. � . , . i:y, n:. �..t• r.:.=, s�:.; n, c.:t :+»riu.�- i�..a.�•a;'�:�::iw.'vs '_' ii��`'.—`•'• � '^�'y+.4Hx':.��`: <Nar�iilt:y if•, n:. s:s n„ a :.>'» uex...r.+.w. , ...«. , �... , .. . . z • 1 = z re w 6 J U O 0 N 0 • LU J F w 2 LQ = w Z = I— 0 Z 0 C O - O I— wW H 0 O .. z w 0 O ~ z Valuation o 0 u J N� ' � ' .'A '3i '�':�.;'.Y i �y�,' �� iT•ir �- .��'.�,. fit -t +' Project (contractor's bid pric.. $ / 3 1 503". "v cope of Work (please provide detailed information): FIRE PROTECTION/HAZARDOUS MATERIALS: i Sprinklers iv4Ar , 39 Pin 4/ I9.e5 A reez as /;) c .5 " 5 If lu4ite f h k v r L 3o e..51,9 1 N ) $,./ R/ � 55 1� ill, 04 5e �Gl Vpplications'permit application (3.2 312003 Page 2 Existing Bu.tding Valuation: $ Will there be new rack storage? 0 ..Yes 0.. No If "yes ", ''see Handout No. for requirements. Provide All Building. Areas in Square Footage Below I ".:.Floor Floor. m Floor. • Floors =:thru Basement" :;Accessory. Structure*.:,. Attached Garage • Detached; Garage; Attached Carport; .•:Detached'Carpott Covered Deck:..: Uncovered Deck . :.Addition to Existing Structure ;Type.of. onstructton 'per :UBC. Occupancy per UBC 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? 0 ....Yes ..No If "yes ", explain: ❑..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 of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. ILL ?��it',j ��{, °d i!��,�ae`•f3' \i il'J:i ❑ ...Total Cut ❑ ...Total Fill ❑ ...Water Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: \applications \permit application (3.2003) 3/2003 Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right - - way Non Right -of -way cubic yards cubic yards 111lRA '�I(;1N�. Scope of Work (please provide detailed information): Water District ❑ ...Tukwila ❑... Water District #125 ❑ ... Water Availability Provided Call before you Dig: 1- 800 - 424 -5555 lease:refer.to Public Works Bulletin #f for fees and estiinate;sl eet ' Sewer District ❑ ...Tukwila 0... ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ ...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... Of WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size WO# 0 ...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) ❑ ...Sewer ❑ ...Sewage Treatment ❑ .. Highlinc ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage Page 3 ❑ ...Renton Day Telephone: City State Zip Day Telephone: City State Zip Unit Type: Qty . Unit Type: Qty .Unit Type: :. , Qty : :Boiler /Compressor:` . Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind Contact Person: E -Mail Address: 1 ECJIANT Indicate type of mechanical work being installed and the quantity below: BUILDING OWN Signature: Print Name: e \apptications\permit application (3 -2003) 3/2003 AGENT: Mailing Address: 35aV Gam. .r // MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas Other: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Page 4 _ r .� Date: /O- 3a- Day Telephone: ,?: 3 . / - d /c City e. . -rte✓ w�4 �= Slate Date Application Accepted: f Date Application Expires: Staff Initials: i Zip City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Z RECEIPT ,1 Z � W Parcel No.: 0323049164 Permit Number: D03 -337 6 v Address: 10828 EAST MARGINAL WY S TUKW Status: PENDING U o Suite No: Applied Date: 10/30/2003 co co w Applicant: GENE 3UAREZ Issue Date: w H CO o w 2 Receipt No.: R03 -01320 Payment Amount: 395.96 g Initials: SKS Payment Date: 10/30/2003 11:28 AM z w User ID: 1165 Balance: $0.00 Z H I— O Z I— w ILI n o U O— 0 I-- WW I— Payee: RAYMOND HANDLING TRANSACTION LIST: Type Method Description Amount doc: Receipt Payment Check 033859 395.96 ACCOUNT ITEM LIST: Description BUILDING - NONRES PLAN CHECK - NONRES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 000/345.830 000/386.904 237.25 154.21 4.50 Total: 395.96 4220 10/31 9710 TOTAL 395.96 Printed: 10 -30 -2003 u- O Z COMMENTS: 1 -) VOSi OA CA 1■ vv,; 1 S 9 Y1 C w ;a1 CoY' (•rc -- , 1.vv S . CI) M ► in' , vou vv. sr) (t . ; nc I, ee-, on AA1 , - ,,) I)-1 +br o 1)'t 1 014 -1), 1 \ b) L Arr S + c,n cd eei c L -0 N dsC -rA &) > 2 -2 ) CJ )S Requester: A ..)04e *- -- -L-I e IN\ 41- 1 TrOW• . ----\ 9 rowy1 -e r New �vAc wee 0 11 Pro t: �� ,...f l , ; J pect Type of Insion: l..rif A e � )'2 � � � : Date Calle ) h I 04 Special Instructions: D a a Wanted: 1 I Requester: Pho th) I/07'31i 05 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ( PERMIT NO. �t Corrections required prior to approval. Inspector:‘la Date: 0 —,7)6"0 1 L Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project Type of Inspection: Address: c /0e 7—f5 ,00:* A4 Date Called: Special Instructions: Date Wanted: .m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: . e - 4/l I c a"ne -2") T 4,4,0 Approved per applicable codes. Corrections required prior to approval. Date: ❑ $47.0 REINSPECTION FE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: -.. COMMENTS: I') 4 -/".., -Lin - 1) t? (----e e /142 .(2.0_-■•"L-• .4.- 1 yod _,---1-ye A / e■ Date Called: 2....) S fri,t /, J 3 .41 akelj ,‘ -. 0 / .21 6'416 .e,4.--141.4 0 ,1''' 9 .../ eil / /7 > elf 4 . 7 / IC a 0 .e 4, ..".... — e ,-- I, Ae. /4,; / 7 -& 0 ,-- _6• .e...0 111,...e;„.." f .1 L PO /7 1 ). - 7 . I . /L- ) 4_ ... , )--e A r -)--ee-t. (el 1-7 S C ZI.,/ LY(C-, (.. I/ „,4 44' / r Lgo i i, A CY 4 • -, v / Project:,./.' • _.\.:;.:f.,<_ (_,..):::',..,.:,,,?".,::"., ;(..4_,. Type of Inspe:yon: i • , ...-e--;• e-4.." Address: e • rr /.."4-5 ef: /X , . 4 C Date Called: Special Instructions: ez i e .--,7' f .1 Date Wanted: .5-7-0A/ a.m. C P.7- Req uter: /4; Phone No: ,,,- 77— ".-5 LI Approved per applicable codes. INSPECTION RECORD' Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 1)03-337 PERMIT NO. (206)431-3670 Corrections required prior to approval. Inspecto Date: 7- 4 / $47.00 = ReINSPECTION/FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • , Proj�t: (�P.IYz_ gJ f1 A Type of Inspection , 4 i`` ce.) , Addr s �,e 7 D e Called: J / I /1/Q? Special Instruct fo /d 2 6 "4-3 Date WYnted: a.m. Requester: 6 &1 -- Phone N : Approved per applicable codes. Receipt No.: l . INSPECTION RECORD Retain a copy with permit Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: J r o I Inspector; y � Date: 1 2 � Corrections required prior to approval. 0 $47.00 REINSPECTION IEEE REQUIRED., Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Pro'ect: y / E V�I1G�� --- �fnspection: Type l � 7‹. /4)S/ . h / OBI C �j / C r Date Calle S ` ' Special Instructions: / j J C : 1 5 ‘e..4 f ( / 7� nted: a.m. /� i' �,� p iTi. Re uest ' ° 3 g / - - o 'o7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Qc. c1`4 T 1- J - c0 ` kv tor: 7.00 REINSPECTION EE REQUIRED. Pri r to inspection, fee must be aid at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Re — eipt No.: Date: Date: Project: �� ��� \ ��/¢ /l l Type of�l' specti 14 /T J Address: ( ii,;2.. - , / 1 ,6 Date Called: // ' - D3 cial Instructions: je i ,6 &Z-, U Date Want d: a.m. Requeste,, 06 jl, Phone 3 ) &(7—&VO 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Eg epproved per applicable codes. Corrections required prior to approval. COMMENTS: (� I ? — ip ?WA Ole— TO Lc9 s i tr A NI 2.aJ Fa 1 /ri Date: /I— / 3 -a 3 $47.00 REINSPECTION FEE REUIRED. Prior to,inspection, fee must be paid at 6300 Southcenter Blv ., Suite 100. Call to schedule reinspection. Receipt No.: Date: (20. )431 -3670 iv/ • e+ • • -7 -.7714',.."5;i7;, 47,54'1w. Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: :Authorized Sigkiature City of Tukwila FINALAPP.FRM Rev. 2/19/98 Fire Department Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM - Y ,- / Retain current inspection schedule. Needs shift inspection PAC fe‘s Approved with correction notice issued / Permit No. / Steven M. Mullet, Mayor Project Name (",4:.-/ Address . 's Suite # fib 7 /J5 D6.te T.F.D. Form F.P. 85 Y Approved without correction notice Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 ' . • ' • ' • " " • • • . „., • . _ ' 1 ooniz 3oono 3.< to CL • 0 ° 3 3 0 4 r. .; 6- if 0 1 0 3 1511/Z" 1 1 I 1 i 1 4 LEVELS HIGH I-191H Sl3A31 17 L 1 111 ._ 0 m z 0 0 201“---f I F FILE COPY LLI 1 6' 4 LEVELS HIGH 1101H Sl3A31 14'6-1/2" 359• ••109 ■■•■■••• N 0 V - 6 2003 4 LEVELS HIGH I-101H Sl3A31 £ L_1 I I I 4 CM OF TAMA APPROVED FAkc,114: 1)03-337 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 09/08/2004 12:39 4252558630 FAX COVER SHEET Date: September 8, 2004 Time: 12:28 PM To: Dave Larsen Phone: 206 -431 -3678 FAX: 206-431-3665 From: Russ Barney Phone: (425) 255 -8260 Pan Abode Cedar Homes, Inc. FAX: (425) 255 -8630 RE: Castillo Residence CC: Number of Pages Including Cover Sheet: 3 Mr. Larsen, Attached is a memo & detail defining the change to the shearwall on the Castillo Residence. Permit no. D03337 Please let me know if you require a wet stamp of this memo or if you have any questions. Regards, uss Barney Design Dept. PAN ABODE HOMES, INC. 4350 LAKE WASHINGTON BLvD. N. RENTON, WA 98056 Message PAN ABODE RECEIVED SEP - 9 2004 BUILDING DEPARTMENT PAGE 01/03 09/08/2004 12:39 4252558630 sEP. 08. 2004 WED) 12:00 ANDERSON PEYTON A O A n dersori..Pe�yton 17 A g Srrectuarol Enginteriag Conn:lane © G 7 O • A MOON 4AC7C. uk a. Iac 31620 11td Ave. 3, Sodui 921.1ide al Way WA 98003 ream 941 - 9929 Pax ♦. 941.9939 r_75J Date: • 9444 Prglees: PA•CuNb Res. •Perjon: Jerry Mot Company: Pon Abode Homo Subject Revision in silearwall Jerry, As requested we have designed the sheatwail between the lawwer•bathroom•and the fUrnace to have a abetter full • height section than originally shown on the :plans. Please see the att itched detail for the required construction to ' transfix the loads tie originally intended. The shearwell will remain 421 type wall. • Please call 253 -9419 with any.guestions. Sincerely, Anderson- Peyton Structural Engineering Consultants Ian D. Frank De4iign Engineer : Enclosure: (Detail) PAN ABODE MemoPad #1 from Ian Frank D Mann D Ph Lvg o Con*. r Info. Time: Project No. 01228 Phone No. 426.25941260 Fox Na 4.25- 2SS.S690 Sent P 6113 Mail CI Expires 2 -19-05 PAGE 02/03 PAGE, 2/9 Page of Dle>ltribotiont Beene lRla RECEIVED SEP - 9.2004 BUILDING DEPARTMENT WIWI MB MA 1 I [ ! • • ; II _ : . fi . .1. _..__r.� ^�_ .... - F - 1 .... ...... ::: I - : : r w�;_,..��._: ■ __L. .. " 1 .. -- - .7 r •••• � . :. Tfl ....1._t _ . • • _ ... •.. _..! _ _ - r • w . • I • 1 w. ' . ,.. i / �� r , 4�r// - . ..� � . - : ...1y.. � � y it i • ori ;" 3 I •. 4e,_,....-..,11.,,,,.. , , . _ I ; I ' !le I t 1 ' _ :. r a -- mow_. - . . _ ... _. . . _ ... J _ .. • . • ... _ .....- • 1 :5 i : w �, _ ._ _:T � .,1 L.. _ ' _ - f i _ r L_ L r _ • . ' — � _.... �.I.. ,_� _ , — �. _ . . ^ • r _ W : . • • _ .•u : : .. - '1 _ . _ .L. 1 I 1 ! s .. _. .. .. I 1. - � .. - _ -- • _. � -- ._ .__ , :_�. 111 w .. i t .11 - u -- r. r ---� • ti..._. . _ ■ - ill • . All • - Val I Li 1_1 09/08/2004 12:39 4252558630 PAN ABODE SEP. 00. 2004 (WED) 12:01 ANDERSON PEI/TON PROJECT •. • I 000 Anderson - Peyton ❑DD 'Slut c «ra Bneirteeriag Cont'salta at: Q O d ADWIIIo.o ACP C asaila11il,rf. • PAGE 03/03 PAGE. 3/3 • JOB # SHEET OP • DBSIONED DATE CHECKED DATE :1162073rd Avenue 1101 1 Suite 321. Padua Way, WA 93001 • Phone; (23S) 94t -9924 nut (2.53) 941 -9979 Sc.ttla / Masai &a (204) 292.0940 , 'i':; . 1, :k- ..+.,...,a .-;: ,7i ;J.:i�l+.a.` ! i*1 173 tiai OV .• • s tructural C oncepts Project Nome : GENE JUAREZ SALONS Project Number : Date : Street Address : City /State : Scope of Work : SELECTIVE RACK x'111 nr,PV CIT`( OF TuK•WILA APPROYED ngineenng 1725 S. Douglass Rd, Suite D Anaheim, GA 92806 Tel: 714.456.0056 Fax: 714.456.0066 e -mall: sceng @engineer.com Client : RAYMOND HANDLING CONCEPTS G- 0653 10/27/03 10828 E. MARGINAL WAY S. SEATTLE, WA. 98108 RECEIVED CITY OF TUKWIL A OCT 3 0 2003 PERMIT CENTER .N c �yw : : ' g . 1 ', .. a 1 : ' %I- ` , j t " \\ C7� 3 916 9 1 , ,4 r \ r is UN A LXPIRES 10/25/ or j t;O3 p337 S tructural C oncepts Engineering 1725 S. Douglass Rd. Ste D Anaheim. GA 92606 Tel: 714.456.0056 Fax: 714.456.0066 TABLE OF CONTENTS By. BOB S. Protect: GENE JUAREZ SALONS Protect tt: C - 0653 Title Page 1 Table of Contents 2 Design Data and Definition of Components 3 Critical Configuration 4 Seismic Loads 5 to 6 Column 7 Beam and Connector 8 to 9 Bracing 10 Anchors 11 Base Plate 12 Slab on Grade 13 Other Configurations 14 to 4 LVL SR 4 DR Page 2- of ( 1 0/27 /ZOO: ' S tructural C oncepts E ngineering 1725 S. Daua Rd, Ste D Anaheim, CA 9606 Tel: 714,456.0056 Fax: 714.450.0066 Design Data BY BOB S. Project GENE JUAREZ SALONS Project tt: C - 0653 1) The analyses conforms to the requirements of the 2001 CBC, utilizing division X of chapter 22 and section 1630.2 2) Transverse braced frame steel conforms to ASTM A570, Gr.50, with minimum strength, Fy =50 ksi Longitudinal frame beam and connector steel conforms to ASTM A570, Gr.50, with minimum yield, Fy =50 ksi All other steel conforms to ASTM A36, Gr. 36 with minimum yield, Fy= 36 ksi 3) Anchor bolts shall be provided by installer per ICBO reference on plans and calculations herein. Installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein. 4) All welds shall conform to AWS procedures, utilizing E70ric electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The slab on grade is 6" thick with minimum 3000 psi compressive strength. Soil bearing capacity is 1000 psf. Definition of Component& Frame Height ' - VLSR4DR Product • Beam Beam �— Length Front View: Down Aisle (Longitudinal) Frame Beam Spacing I Column Beam to Column Connector Base Plate and Anchors Page 3 of 1 b Panel Height H Frame Depth Section A: Cross Aisle (Transverse) Frame Horizontal Brace Diagonal Brace I 0/27 /2O0.: Seismic Zone S Bm Lvls Frame Depth Frame Height S Diagonals Beam Length Frame Type 3 3 44 in 216.0 in 4 96 in Single Row Tong =0.21 sec / Tshort=0.12 sec Component Description STRESS Column t=50 ksi LMT LM20 /3x3x14ga P =3113 lb, M =6475 in -lb 0.36 -OK Column Backer None None None N/A Beam Fy =50 ksi LMT LBF354 /3.5 "deepx2.75 "x0.075" Lu =96 in . Capacity: 3983 lb/pr 0.5 -OK Beam Connector Fy =50 ks1 Lvl 1: 3 pin OK I Mconn =6466 in -lb Mcap =16922 in -lb 0.38 -OK Brace - Horizontal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.19 -OK Brace - Diagonal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.46 -OK Base Plate Fy =36 ksi Effective size: 7" x 4" x 0.375" thk (Actual 7inx4inx0.375in) 1 Fixity= 0 in -lb 0.26 -OK Anchor 2 per Base 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.02 -OK Stab 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.2 -0K Level Load Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,000 lb 38.0 in 51.0 in 144 lb 59 lb 3,113 lb 6,475 "# 6,466 "# 3 pin OK Structural G oncepts E ngineering 1725 5. Doualass Rd. Ste D Anaheim. GA 92806 Tel: 714.456.0056 Fax: 714456.0066 By. BOB S. Project GENE JUAREZ SALONS Project #: C - 0053 Configuration & Summary: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW 21 66" 30" 38" 96" 2 6" 5" 51" 51" 5" 44" 44" 2 3 LVLSR4DR 2,000 lb 30.0 in 2,000 lb 66.0 in 51.0 in 51.0 in 51.0 in 258 lb 105 lb Total: 909Ib 3701b 2,075 lb 2,336 "# 508 lb 207 lb 1,038 lb 3,409 "# 3,765 "# Notes 112FT UPRIGHTS USED AS ALTERNATE WITH SAME COMPONENTS & BEAM ELEVATIONS OK BY INSPECTION. ALSO NOTE THAT AS ALTERNATE, LBF404 BEAMS CAN BE USED, OK BY INSPECTION SINCE LARGER THAN THOSE ANALYZED. Page Cf of L t 4,933 "# 3 pin OK 3 pin OK 1 0/27/200 S tructural C oncepts E ngineering 1725 S. poualass Rd. Ste D Anaheim. CA 92606 Tel: 714.456.0056 Fax: 714.456.0066 By. BOB S. Seismic Forces Configuration: T(PE 4 LEVELS HIGH SINGLE & DOUBLE ROW Lateral analysis is performed with regard to sections 2228.5.2 and 1630.2 of the 2001 CBC Base shear is highest of: 1) Cv *I *W /(R*T*1.4) (EQ 30 -4) <= 2.5 *Ca *I *W /(R *1,4) (Eq 30 -5) 2) 0.11 *Ca *I *W /1.4 (Eq 30 -6) 3) 0.8 *Z *Nv *I *W /(R *1.4) (Eq 30 -7) Transverse (Cross Aisle) Seismic Load Level 1 2 3 Level 1 2 3 T= Ct *(1-'1)1175 = VEQ 30-4= 0.731 VEQ 30.6= 0.028 Base Shear Coeff= 0.1461 LL 2,000 lb 2,000 lb 2,000 lb Longitudinal (Downaisle) Seismic Load T= (Ct) *h ^0.75= 0.21 sec VEQ = 0.328 VEQ 30.6 0.028 Base Shear Coeff= 0.1148 LL 2,000 lb 2,000 lb 2,000 lb Project GENE JUAREZ SALONS Protect t: C -0653 0.12 sec <= VEQ 303 VEQ 30-7 Vtransv= LL/(n- transv) 2,000 lb 2,000 lb 2,000 lb LL/(n -long) 1,000 lb 1,000 lb 1,000 lb 3,000 lb 4) 1.5 % *(DL +LL) (Sec 2228.3.2) Ct- transv= 0.020 0.1461 V2228.3.2. 0.015 0.021 n- transv= 1 Base Shear Coeff * (EDL + ELL/n- transv) 0.1461 * (225 lb + 6000 lb /1) 909 lb DL hi wi *hi 75 lb 38 in 78,850 75 lb 68 in 141,100 75 lb 134 in 278,050 6,000 lb 225 lb W =6225 lb 498,000 Ct -long= 0.035 < VEQ 30.5 0.1148 V2228.3.2. 0.015 Vlong= Base Shear Coeff * (EDL + ELL /n -long) = 0.1148 * (225 lb + 6000 lb /2) = 370 lb DL hi 751b 38 in 751b 68 in 75 lb 134 in Page 6 5 of ($o wi *hi 40,850 73,100 144,050 225 lb W =3225 lb 258,000 I= 1.0 Seismic Zone 3, Z= 0.3 (Transverse) R= 4.4 143,9 lb 257.6 lb 507.5 lb 909 lb 370 lb Ca= 0.36 Cv= 0.54 VEQ 30.7= 0.017 (Longitudinal ) R= 5,6 n -long= 2 Fi 58.6 lb 104.8 lb 206.6 lb Fi *hi 5,468-# 17,517 -# 68,005 -# F= 90,990 I C/G % /2OQ . S tructurai C oncepts ...4 Engineering 1725 5, Daualass Rd. Ste 0 Anaheim, CA 92,500 Tel: 714,456.0056 Fax: 714.456,0066 BY BOB S. Downaisle Seismic Loads Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Determine the story moments by applying portal analysis. The base plate is assumed to provide no fixity. Seismic Story Forces Vlong= 370 lb Vcol= Vlong /2= 185 lb F1= 59lb F2= 105 lb F3= 207 lb Seismic Story Moments Mbase -max= 0 in -lb < = == Default capacity Mbase -v= (Vcol *hleff) /2 = 3,238 in -lb < = == Moment going to base Mbase -eff= Minimum of Mbase -max and Mbase -v = 0 in -lb M 1 -1= [Vcol * hleff] -Mbase -eff M 2 -2= [Vcol- (F1) /2] * h2 = (185 lb * 35 in) -0 in -lb = [185 lb - 52.4 Ib] *30 in /2 = 6,475 in -lb = 2,336 in -lb Mseis= (Mupper +Mlower) /2 Mseis(1 -1)= (6475 in-lb + 2336 in-lb)/2 = 4,405 in -lb LEVEL 1 2 3 V - < 4 Dk hi 38 in 30 in 66 in Axial Load 3,113 lb 2,075 lb 1,038 lb Project GENE JUAREZ SALONS Project tt: C -0653 1- I 1.--4 1- 1 1-- ] 1--, 1 1 .� 1•- 1 1--- l IH t L Typtcal frame made Tr;but ry of two columns of rack frame Column Moment 6,475 in -lb 2,336 in -lb 3,409 in -lb Mseismic 4,405 in -lb 2,872 in -lb 1,704 in -lb Conceptual System Mseis(2 -2)= (2336 in -1b + 3409 in -lb) /2 = 2,872 in -lb Summary of Forces Page ( of I co Mend -fixity 2,061 in -lb 2,061 in -lb 2,061 in-lb 5tsls.Yic�, hl -eff= hl - beam clip height/2 = 35 in Vcol Mconn 6,466 in -lb 4,933 in -lb 3,765 in -lb 1; Frim, of tr.n .:Dion, Beam to Column Elevation Beam Connector 3 pin OK 3 pin OK 3 pin OK 1 S tructural C oncepts ;I E ngineering "` 1725 5. Douglass Rd, Ste D Anaheim, CA 92606 Tel: 714.456.0056 Fox: 714.456,0066 Column Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Section Properties Loads Axial Analysis Bending Analysis By. BOB S. Project GENE JUAREZ SALONS Project 0: G - 0653 Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Section: LMT. LM20 /3x3x14ga Aeff = 0.643 in ^2 Ix = 1.130 in ^4 Sx = 0.753 in ^3 rx= 1.326 in S2f= 1.67 E= 29,500 ksi Axial =P= 3,113 lb Moment =Mx= 6,475 in -lb KxLx/rx = 1.2 *38 "/1.326" KyLy /ry = 1 *51" /1.08" 4 LVL 5R 4 DR = 34.4 Combined Stresses Iy = 0.749 In ^4 Sy = 0.493 in ^3 ry = 1.080 in Fy= 50 ksi Cmx= 0.85 = 47.2 Fe= n ^2E /(KL/r)max ^2 Fy /2= 25.0 ksi = 130.6ksi Pn= Aeff*Fn = 29,072 lb P /Pa= Max= My /S2f = 37650 in -lb /1.67 = 22,545 in -lb 0.21 > 0.15 Check: P /Pa + (Cmx *Mx) /(Max *px) <_ 1.33 P /Pao + Mx/Max 5 1.33 Pno= Ae *Fy = 0.64311) *50000 psi = 32,150 lb I.rx= {1 /[1 -(Qc *P /Pcr)] } ^ -1 = {1 /[1- (1.92 *3113 lb/83865 Ib)] } ^ -1 = 0.93 Dc= 1.92 (3113 lb/15142 lb) + (0.85 *6475 In-lb)/(22545 in -Ib *0,93) = (3113 1b /16745 lb) + (6475 in- lb/22545 in-lb) = (Column stresses @ Level 1) Pao= Pno /Sk = 321501b/1.92 = 16,745 lb Pcr= n ^2EI /(KL)max ^2 = n ^2 *29500000 ps1/(1 *51 in) ^2 = 83,865 lb 0.47 0.47 Page 1 of kce Kx = 1.2 Lx = 38.0 In Ky = 1.0 Ly = 51.0 in Cb= 1.0 y0.07s In — II r,l 14-0.075 In Fe >Fy /2 Fn= Fy( = 50 ksi *[1 -50 ksi /(4 *130.6 ksi)] = 45.2 ksi Pa= Pn/Qc = 29072 lb/1.92 = 15,142 lb < 1.33, OK <1.33,OK 3.000 In x Myield =My= Sx *Fy = 0.753 In ^3 * 50000 psi = 37,650 in -lb (EQ C5 -1) (EQ C5 -2) 3.000 In 10/27/200? S tructural C oncepts E ngineering 1725 S. Douglass Rd. Ste D Anaheim, GA 92806 Tel: 714456,0056 Fax: 714.456.0066 By. BOB S. Project GENE JUAREZ SALONS Project 4: C - 0653 Beam The beam to column connection is assumed to provide partial end fixity for the beam frame. The end moment calculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 of the 2001 CBC The impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam center bending stress. Section Properties Loads Bending Deflection Beam Member = LMT LBF354/3.5 "deepx2.75 "x0.075" .4 -V;. 3K a DR Beam at Level= 1 Beam Type = Formed Ix= 1.474 in ^4 Sx= 0.770 in ^3 Length =L= 96.0 in Lu= 96.0 in End Fixity= 25 0 = 0.25 Mcenter= B *(wL ^2/8) = 0,832 *(wL ^2 /8) Mends= 0 *Mmax(fixed ends) = (wL ^2/12) *0.25 = 0.0208 *w02 Fb= 0.6 * Fy = 30,000 psi Fb-eff= 30,000 psi Live Load /Pair= 2,000 lb Mcenter= 0.104 * wL ^2 = 10,303 in -lb Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Bending Capcity= 3,983 lb /pair <_ == Critical Beam Weight= 4.0 lb /ft Thickness= 0.075 in Beam Shape= Step Impact Factor (a)= [1- (25 %/2)]= 0.875 Coeff B= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) - 0 *Mcenter(fixed ends) = wL ^2/8 - (0.25 * wL ^2/12) = wL ^2/8 - wL ^2148 = 0.104 *wL ^2 Fy= 50,000 psi Dead Load /Pair= (4 lb /ft) * 2 * 96 in /12 =641b Mends= 0.0208 *wL ^2 = 2,061 in -lb M= 10,303 in -lb fb= (M /Sx) /a fb /Fib= 15293 psi /30000 psi = 15,293 psi = 0.51 <= 1.0, OK Defl- allow =L/ 180 = 0.534 in Deflection Capacity= 4,7491b /Pair Allowable load per beam pair= 3,983 lb Page � of 1,6 3.500 In _2150 In 1.875 In 4, Dist Load =w= 10.8 lb /in Defl= B * [5wL ^4 /(384 *E *Ix)] = (5 *10.8 lb/in*(96 in) ^4/(384 *29.5x10 ^6 psi * 1.474 in ^4)] *0,832 = 0.229 in <= 0.534 in, OK I O /27/2C0_3 S tructural C oncepts Engineering 1725 5. Pouaiass Rd. Ste D Anaheim. GA 92806 Tel: 714.456.0056 Fox; 714.450,0066 By BOB S. Project GENE JUAREZ SALONS Project #: C - 0653 Beam Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW The beam to column connection Is assumed to provide partial end fixity for the beam frame. The end moment t:alculated herein is added to the lateral force force portal moment when analyzing the connection capacity. Designed per section 2228 c: ti 2001 CBC The impact load on the beam is addressed by including the Impact Factor "a" in the determination of the beam ce: ■ter bending stress. Section Properties Loads Bending Deflection Beam Member= LMT LBF404 /4 "deepx2.75 "x0.075" Beam at Level= 1 Beam Type = Formed Ix= 2.050 in ^4 Sx= 0.948 in ^3 Length =L= 96.0 In Lu= 96.0 in % End Fixity= 25 % 0 = 0.25 Mcenter= B *(wL ^2/8) = 0.832 *(wL ^2 /8) Mends= 0 *Mmax(fixed ends) = (wLA2/12)*0.25 = 0.0208 *wL ^2 Fb= 0.6 * Fy = 30,000 psi Fb-eff= 30,000 psi Live Load /Pair= 2,000 lb Mcenter= 0.104 * wL ^2 = 10,303 in-lb Impact Factor (a)= [1- (25 %/2)]= 0.875 M= 10,303 in -lb fb= (M /Sx) /a fb /Fb= 12421 psi /30000 psi = 12,421 psi = 0.41 <= 1.0, OK Bending Capcity= 4,970 lb /pair < = == Critical Defl - allow =L/ 180 = 0.534 in Deflection Capacity= 6,657 lb /Pair ::VL5R *DR Beam Weight= 4.0 lb /ft Thickness= 0.075 in Beam Shape= Step Allowable load per beam pair= 4,970 lb 4.000 In Coeff 8= 0.104/0.125 = 0.832 Mcenter= Mcenter(simple ends) - 0 *Mcenter(fixed ends) = wLA2/8 - (0.25 * wL ^2/12) = wL ^2/8 - wLA2 /48 = 0.104 * wL ^2 Fy= 50,000 psi Dead Load /Pair= (4 lb /ft) * 2 * 96 in /12 =64lb Mends= 0.0208 *wLA2 = 2,061 in -lb Page ?,L of (o _2.750 In 1.875 In 4, 1 1.500 In 0.075 In Dist Load =w= 10.8 lb /in Defl= B * [5wL ^4/(384 *E *Ix)] _ [5 *10,8 lb/in*(96 in) ^4/(384 *29.5x10 ^6 psi * 2,05 in ^4)] *0.832 = 0.164 in < =0.534 in, OK I Q /27/20 S tru ural By: BOB S. Project: GENE JUAREZ SALONS Project M: C -0653 3 Pin Beam to Column Connection TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Mconn max= 6,466 in -lb Load at level 1 Shear Capacity of Pin Pin Diam= 0.44 in Fy= 50,000 psi Bearing Capacity of Pin Ashear= (0.438 in) ^2 * Pi /4 = 0.1507 in ^2 Pshear= 0.4 * Fy * Ashear = 0.4 * 50000 psi * 0.15071n ^2 = 3,014 lb Per the1998 AISI Loki Formed Steel Manual, Sec E3.3: Moment Capacity of Bracket Edge Distance =E= 1.00 in 4 LVL 5R t DR nglneerIng 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Connector Type= 3 Pin 0 P3 tcol= 0.075 in Fu= 65,000 psi Omega= 2.22 a= 2.22 Pbearing= alpha * Fu * diam * tcol /Omega = 2.22 * 65000 psi * 0,438 in * 0.075 in/2.22 = 2,135 lb < 3014 lb C= P1 +P2 +P3 tclip= 0.18 in = P1 +P1 *(2.5 "/4.5 ") +P1 *(0.5 "/4.5 ") = 1.667 * P1 Mcap= Sclip * Fbending = 0.127in ^3 *0.66 *Fy = 4,191 in -lb Pclip= Mcap /(1.667 * d) = 4191 in- lb/(1.667 * 0.5 in) = 5,028 lb P1 O � 1/2" H"" C Mconn- allow= [ P1* 4. 5"+ P1*( 2. 5"/ 4.5 ") *2.5 " +P1 *(0.5 "/4.5 ") *0.5 "] *1.33 = 2135 LB *[4.5 " +(2.5 "/4.5 ") *2.5 "+ (0.574.5 ") *0.5 "] *1.33 = 16,922 in -lb > Mconn max, OK 1 " Pin Spacing= 2.0 in Fy= 50,000 psi C *d= Mcap = 1.667 Thus, P1= 2,135 lb Page `A of t Lo Sclip= 0.127 in ^3 d= E/2 = 0.50 in 1 027/200. S tructural C oncepts E ngineering 1725 S. Poualass Rd. Ste D Anaheim. GA 9206 Tel: 714.456.0056 Fax: 714.456.0066 Transverse Brace Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Section Properties Diagonal Member = LMT 1 -1 /2x1- 1 /4x14ga Area= 0.278 in ^2 r min= 0.405 In Fy= 50,000 psi K= 1.0 Pc= 1.92 Frame Dimensions Diagonal Member By. BOB 5. Project. GENE JUAREZ SALONS V= Vtransv= 909 lb Ldiag= [(D- B *2) ^2 + (H -6 ") ^2]^1/2 = 58.9 in Pmax= V *(Ldiag /D) = 1,217 lb Pn= AREA *Fn = 0.278 inA2 * 13772 psi = 3,829 lb Pallow= Pn /S2 = 3829 lb /1.92 = 1,994 lb fa /Fa= Horizontal brace Pmax =V = 909 lb Bottom Panel Height =H= 51.0 in Frame Depth =D= 44.0 in Column Width =B= 3.0 in (kl /r)= (k * Lhoriz) /r min = (1 x 44 in) /0.405 in = 108.6 in Since Fe <Fy /2, Fn =Fe = 24,687 psi 4 LVL SR 4 DR 0.61 <= 1.33 OK fa /Fa= 0.25 <= 1.33 OK Horizontal Member = LMT 1 -1 /2x1- 1 /4x14ga Area= 0.278 in ^2 1.500 in —tr.' r min= 0.405 in 11.250 in r- ---- 1 Fy= 50,000 psi • 0.075 in I_L Clear Depth= D-B *2= 38.0 in X Brace= NO Pn= AREA *Fn = 0.278in ^2 *24687 psi = 6,863 lb Page fl O of (kl /r)= (k * Ldiag) /r min = (1 x 58.9 in /0.405 in ) = 145.4 in Fe= pi ^2 *E /(kl /r)^2 = 13,772 psi SINCE Fe <Fy /2, Fn= Fe = 13,772 psi -1.500 in --cd T 0.075 in 11.250 in I I Check End Weld Lweld= 2.0 in Fu= 65 ksi tmin= 0.075 in Weld Capacity= 0.75 * With * L * Fu * 1.33/2.5 3,900 lb OK Fe= pi ^2 *E/(kl /r) ^2 Fy /2= 25,000 psi = 24,687 psi Pallow= Pn /S2c = 6863 lb /1.92 = 3,574 lb Project it: C -0653 Tvoical Panel Confiouration 1 C/2 12Ci): tructural G oncepts E ngineering 1725 S. Doualass Rd. are D Anaheim. GA 92606 Tel: 714.456.0056 Fax: 714.456.0066 Anchors By BOB 5. Project: GENE JUAREZ S ALONS Project tf: C - 0653 Check overturning per section 2228.7.1 of the 2001 CBC Loads Fully Loaded rack Anchor Fully Loaded: DL/Frame= 225 lb LL/Frame= 6,000 lb Wst= (0.9 *DL +LL/n)total= 6,203 lb LL © TOP= 2,000 lb DL/Lvl= 75 lb DL *0.90 = 68 lb Lateral Ovt Forces= S(Fi *hi)= 90,990 in -lb Vtrans= 909 lb Movt= 2(R *hi) *1.15 = 909901n -lb * 1.15 = 104,639 in -lb Top Level Loaded Only Critical Level= 3 Check (2) 0.5" x 3.5" Embed HILTI KWIK BOLT II anchor(s) per base plate. Special inspection is not provided per ICBO 4627. Top Level Loaded: _VL SR a DR Vtrans=V= 909 lb Vtop= 2.5 *Ca *I(DL +LL @top /n- transv) /(R *1.4) = 0.1461 * (75 lb + 2000 lb /1) = 303 lb Mst= 0.9 *(DL -total + Utop /n) *D /2 = (2000 lb /1 + 67.5 Ib *3) * 44 in /2 = 48,455 in -lb Pullout Capacity=Tcap= 1,000 lb Shear Capacity=Vcap= 1,840 lb Tcap *Phi= 1,330 lb Vcap *Phi= 2,447 lb Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Mst= Wst * D/2 = 6202.5 lb* 441n/2 = 136,455 In -lb Frame Depth =D= 44.0 in Hoop -lvl= 134.0 in # Levels= 3 n- transv= 1 # Anchors /Base= 2 n= 1 Hgt @ Lvl 3= 134.0 in L.A. City Jurisdiction? NO Phi= 1.33 (227lb/24471b) ^1.66 = 0.02 <= 1.0 OK (0 lb /1330 Ib) ^1.66 + (76 lb/2447 Ib) ^1.66 = 0.00 <= 1.0 OK Page % \ of k. j Movt= Vtop *Htop *1.15 = 303.1575 lb * 134 in * 1.15 = 46,717 in -lb T= (Movt- Mst) /D = (46717 in -lb - 48455 in-lb)/44 in = -40 lb No Uplift T SIDE ELEVATION V T= (Movt- Mst) /D = (104639 in-lb - 136455 in- lb) /44 in = -723 lb No Uplift O / e 7 / 200 3 S tructural C oncepts l ._ En 1725 S. Doualoss Rd. ate D Anaheim. GA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By. BOB S. Project GENE JUAREZ SALONS Project q: G - 0653 Base Plate Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW Section Width =W = 7.00 In Depth =D = 4.00 in Column Width =b = 3.00 In Column Depth =dc = 3.00 in L= 2.00 in Plate Thickness =t = 0.375 In Down Aisle Loads P = 3,113 lb Axial stress =fa = P/A = P /(D *W) = 111 psi Moment Stress =fb = M/S = 6 *Mb /[(D *B ^2] Moment Stress =fb2 = 2 * fb * L/W = 0.0 psi = 0.0 psi Moment Stress =fbl = tb-fb2 = 0.0 psi -* LVL Sk 4 DR M3 = (1 /2) *fb2 *L *(2/3) *L = (1/3) *fb2 *L ^2 = 0 in -lb S -plate = (1)(t ^2)/6 = 0.023 in ^3 /in a = 2.50 in Anchor c.c. =2 *a =d = 5.00 in N =# Anchor /Base= 2 Fy = 36,000 psi Mbase =Mb = 0 in -lb Page (y of 10 M1= wL ^2/2= fa*LA2/2 = 222 in -lb M2= fb1 *L ^2)/2 = 0 in -lb Mtotal = M1+M2+M3 = 222 In -lb /In Fb = 0.75 *Fy *1.33 = 35,910 psi Downalsie Elevation fb /Fb = Mtotal/[(S-plate)(Fb)] = 0.26 OK Tanchor = (Mb- (P *0.9)(a)) /[(d) *N /2] Tallow= 1,330 lb OK = -1,401 lb No Tension 1 0/27/200? S tructural C i - � Engineering 1725 5. Daualass Rd. Ste 17 Anaheim. GA 92806 Tel: 714,456.0056 Fax: 714,456.0066 Siab on Grade By BOB S. Protect GENE JUAREZ SALONS The slab is designed per UBC 1922 to carry the puncture stress of the post as well as the upward soil reaction from the soil, P 111 II 1111111 01' 11111111 1111111111111111111111111 6111 11111I111111'111i1111111'Mill x Load Case 1: Product + Seismic Puncture Product DL= 113 lb Product LL= 3,000 lb Load Case 2: Static Loads Puncture 4 !VL SRsDR PDL= 113 lb slab L SLAB ELEVATION Base Plate B= 7.00 in D= 4.00 in Section 1922.5, Egtn 22 -9 Pu= 1.1 *(1.2PDL + 1.0PLL + 1.0 *E) = 7,111 lb Apunct= ((c +t) +(e +t)] *2 *t = 276.0 inA2 Slab Bending 1Per UBC 1922.72.2 Asoil= (Pse *144) /(fsoil) 1Section 1922.5, Egtn 22 -9 Pu= 1.4 *PDL + 1.7*PLL = 5,258 lb Apunct= [(c +t) +(e +t)] *2 *t = 276 inA2 Configuration: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW width =a= 3.00 in depth =b= 3.00 in (Sec 1612.2.1, EQ 12 -5) L= (Asoil) ^0.5 = 791 inA2 = 28.12 in x= (L -y) /2 M= w *x ^2/2 = 5.4 in = (fsoil *x ^2)/(144 *2) Fb= 5*(phi)*(fc)A0.5/1.4 = 101.9 in -lb = 127.0 psi (Sec 1922.5.1) PLL= 3,000 lb (Sec 1909.2.1, EQ 9 -1) Slab Bending Per UBC 1922.72.2 Asoil= (Ps*144)/(fsoll) L= (Asoil) ^0.5 = 448 inA2 = 21.17 in x= (L -y) /2 M= w *x ^2/2 = 1.9 in = (fsoil *x ^2)/(144 *2) Fb= 5 *(phi) *(fc) ^0.5/1.7 = 13.1 in -lb = 105,0 psi (Sec 1922.5.1) Page 1 of \co eplate Plan View eff. baseplate width =c= 7,00 in eff, baseplate depth =e= 4,00 in Fpunct= 2.66 *phi *sgrt(fc) = 94.7 psi fv /W= Pu /(Apunct *Fpunct) = 0.27 < 1.33 OK y= (c *e) ^0,5 + t *2 = 17.3 in S -slab= 1 *t ^2/6 = 6.0 in ^3 fb /Fb= M /(S- slab *Fb) = 0.134 < 1.33, OK Ps= DL +LL = 3,1131b Fpunct= 2.66 *phi *sgrt(fc) = 94.7 psi fv /W= Pu /(Apunct *Fpunct) = 0.20 <1.0OK y= (c *e) ^0.5 + t *2 = 17.3 in S -slab= 1 *t ^2/6 = 6.0 in ^3 fb /Fb= M /(S- slab *Fb) = 0.021 <1.0,OK Project It C - 0653 Concrete fc= 3,000 psi tslab =t= 6.0 in phl =0= 0.65 Soil fsoil= 1,000 psf Movt= 104,639 in -lb Frame depth = 44.0 in P- seismic =E= (Movt/Frame depth) *1.4 (Strength Design Loads) = 3,329 lb Pse= DL +LL +E /1.4= 5,491 lb I OI27/2003 Seismic Zone # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type 3 3 44 in 216.0 in 4 96 in Single Row Tbng =0.21 sec / Tshort=0.12 sec Component Description STRESS Column Fy =50 ksi LMT LM15 /3x1- 5 /8x14ga P =3113 lb, M =6475 in -lb 0.73 -OK Column Backer None None None N/A Beam Fy =50 ksi LMT LBF354 /3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb/pr 0.5 -OK Beam Connector Fy =50 ksi Lvl 1: 3 pin OK I Mconn =6466 in -lb Mcap =16922 in -lb 0.38 -OK Brace - Horizontal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.19 -OK Brace - Diagonal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.5 -OK Base Plate Fy =36 ksi Effective size: 7" x 4" x 0.375" thk (Actual 7inx4inx0.375in) I Fixity= 0 in -lb 0.26 -OK Anchor 2 per Base 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.02 -OK Slab 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.2 -OK Level Load Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,000 lb 38.0 In 51.0 in 144 lb 59 lb 3,113 lb 6,475 "# 6,466 "# 3 pin OK tructural C oncepts • ngineering 1725 S. Douglass Rd. Ste D Anaheim, CA 92606 Tel: 714.456.0056 Fax: 714.456.0066 By. BOB S. Project.. GENE JUAREZ SALONS Configuration & Summary: TYPE 4 LEVELS HIGH SINGLE & DOUBLE ROW(SML COL.) 2 3 6" 30" 38 ' -1 21 2,000 lb _V . SR 4 DR -ml col 4. 30.0 in 2,000 lb 66.0 in 96" --�I- 51.0 in 51.0 in 51.0 in Total: 258 lb 909 lb 6" 5 " 51" - 5" 51" 21 105 lb 370 lb Page 14 of (p, -I� 44" -I• 44" — 2,075 lb 2,336 "# Project ri: C -0653 4,933 "# 508 lb 207 lb 1,038 lb 3,409 "# 3,765 "# 3 pin OK 3 pin OK Notes 112FT UPRIGHTS USED AS ALTERNATE WITH SAME COMPONENTS & BEAM ELEVATIONS OK BY INSPECTION. ALSO NOTE THAT AS ALTERNATE, LBF404 BEAMS CAN BE USED, OK BY INSPECTION SINCE LARGER THAN THOSE ANALYZED. COLUMN PROTECTORS REQUIRED FOR 3" X 1 -5/8" POSTS @ ALL AISLE SIDE LOCATIONS. Seismic Zone # Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type 3 2 44 in 216.0 in 4 96 in Single Row Tlong =0.18 sec / Tshort=0.1 sec Component Description STRESS Column Fy =50 Icsi LMT LM20 /3x3x14ga P =2075 Ib, M =6546 in -lb 0.31 -OK Column Backer None None None N/A Beam Fy =50 ksi LMT LBF354 /3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb/pr 0.5 -OK Beam Connector Fy =50 ksi Lvl 1: 3 pin OK 1 Mconn =6297 in -lb Mcap =16922 in -lb 0.37 -OK Brace - Horizontal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.13 -OK Brace - Diagonal Fy =50 ksl LMT 1 -1 /2x1- 1 /4x14ga 0.31 -OK Base Plate Fy =36 ksi Effective size: 7" x 4" x 0.375" thk (Actual 7inx4inx0.375in) I Fixity= 0 in -lb 0.18 -OK Anchor 2 per Base 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.01 -OK Slab 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.13 -OK Level Load Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,000 lb 56.0 in 51.0 In 212 lb 87 lb 2,075 lb 6,546 "# 6,297 "# 3 pin OK S tructural C oncepts EnglneerIng 1725 S. Doualass Rd. Ste D Anaheim. GA 92806 Tel: 714.456.0056 Fax: 714.456.0066 Configuration & Summary: TYPE 3 LEVELS HIGH SINGLE & DOUBLE ROW 2 °R a DR By BOB 5. Project GENE JUAREZ SALONS Project H: C - 0653 21 2,000 lb 48" 56" 1 ,'— 96" —F 48.0 in 51.0 in 51.0 in 51.0 in Total: 394 lb 606 lb 44- --+ 44" - 161 lb 247 lb Page IS of I c 1,038 lb 1,926 "# 3,024 "# 3 pin OK Notes 112Fr UPRIGHTS USED AS ALTERNATE WITH SAME COMPONENTS & BEAM ELEVATIONS OK BY INSPECTION. ALSO NOTE THAT AS ALTERNATE, LBF404 BEAMS CAN BE USED, OK BY INSPECTION SINCE LARGER THAN THOSE ANALYZED. 1 012712:;;.. Seismic Zone * Bm Lvls Frame Depth Frame Height # Diagonals Beam Length Frame Type 3 2 44 in 216.0 in 4 96 in Single Row Tlong =0.18 sec / Tshort=0.1 sec Component Description STRESS Column Fy =50 ksi LMT LM15 /3x1- 5/8x14ga P =2075 lb, M =6546 in -lb 0.53 -OK Column Backer None None None N/A Beam Fy =50 ksi LMT LBF354/3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb /pr 0.5 -OK Beam Connector Fy =50 ksi Lvl 1: 3 pin OK ] Mconn =6297 In -lb Mcap =16922 in -lb 0.37 -OK Brace - Horizontal Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.13 -OK Brace - Diagonal Fy =50 ksl LMT 1- 1/2x1- 1/4x14ga 0.34 -0K Base Plate Fy =36 ksi Effective size: 7" x 4" x 0.375" thk (Actual 7inx4inx0.375in) II Fixity= 0 in -lb 0.18 -OK Anchor 2 per Base 0.5" x 3.5" Embed HILT! KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.01 -OK Slab 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.13 -OK Level Load Per Level Beam Spcg Brace Story Force Transv Story Force Longit. Column Axial Column Moment Conn. Moment Beam Connector 1 2,000 lb 56.0 in 51.0 in 212 lb 87 lb 2,075 lb 6,546 "# 6,297 "# 3 pin OK . Structural C oncepts E ngineering 1725 5, Doualass Rd. Ste D Anaheim. CA 92806 Tel: 714.456,0056 Fax: 714.456.0066 Configuration & Summary: TYPE 3 LEVELS HIGH SINGLE & DOUBLE ROW(SML COL.) 2 By. BOB 5. Project GENE JUAREZ SALONS Project it C 21 2,000 lb _VL SR d DR COL 6" 48" 56" -�— 96" — 48.0 in 51.0 in 51.0 in 51.0 in Total: 394 lb 606 lb 161 lb 247 lb Page 1Sp of ( 1,038 lb 1,926 "# 3,024 "# 3 pin OK Notes I 12FT UPRIGHTS USED AS ALTERNATE WITH SAME COMPONENTS & BEAM ELEVATIONS OK BY INSPECTION. ALSO NOTE THAT AS ALTERNATE, LBF404 BEAMS CAN BE USED, OK BY INSPECTION SINCE LARGER THAN THOSE ANALYZED. COLUMN PROTECTORS REQUIRED FOR 3" X 1 -5/8" POSTS @ ALL AISLE SIDE LOCATIONS. 1 3/27/ �? Nov 06 03 11:52a Strv »r ural Concepts Eng S tructural C oncepts E ngineering Level Load Per Level 1 500 lb 2 500 lb 3 5001b 4 5001b 5 500 lb Beam Spacing 26 in 17 in 17 in 16 in 16 in Attn: From: 'ben . Configuration: TYPE PICK AREA Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 1725 S. Douglass 12d. Ste D Anaheim. CA 92806 Tel: 714.456.0056 Fox 714456.0066 By. BOB 9. Project GENE JUAREZ SALONS Panel Height 66.0 in 66.0 in Total: Story Force Transv 37 lb 61 lb 85 lb 108 lb 130 lb 120 lb NOTES To? 3sa.s4 7 -• c'`'kcreed gr / PICK AREA Fax#: 26'3 55 5. 505 I Si Pages Preliminary Rack Analysis Story Force Longit. 16 lb 27 lb 38 lb 48 lb 58 lb 187 lb k 714 . 0066 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 11/6/2003 Axial Conn Moment (lb) (in -lb) 1,438 2,001 1,150 1.230 863 1,079 575 890 288 679 Pro)ccr t3: G -0053 p.1 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK I I /G/2003 ' The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. 14+' • 16• 66' 16" f 144" 17• 66 17' -- z6- aa• —,I- r TYPE PICK AREA Seismic Zone * Beam Lvls Frame Depth Frame Height Beam Length u of Diagonals Frame Type 3 5 44 in 144.0 in 96 in 2 Single Row COMPONENT DESCRIPTION STRESS COLUMN Fy =50 ksi LMT LM15 /3x1- 5/8x14ga P =1438 lb, M =2151 in -lb 0.32 -OK COLUMN BACKER None None None N/A BEAM F =50 ksi LMT LBF354 3.5 "dee•x2.75 "x0.075" Lu =96 in Ca•aci : 3965 lb •r 0.13 -0 BEAM CONNECTOR Fy =50 ksi Lvl 1: 3 pin OK Mconn =2001 in -lb Mcap =16922 in -lb 0.12-OK BRACE - HORIZONTAL Fy =50 ksi LMT 1- 1/2x1- 1/4x14ga 0.09 -OK BRACE - DIAGONAL Fy =50 ksi LMT 1 -1 /2x1- 1 /4x14ga 0.4 -OK BASE PLATE Fy =36 ksi 7lnx4inx0.375in j Fixity= 0 in -lb 0.12 -OK ANCHORS 2 per Base 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.01 - OK MINIMUM SLAB 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.09 -OK Nov 06 03 11:52a Strv »r ural Concepts Eng S tructural C oncepts E ngineering Level Load Per Level 1 500 lb 2 500 lb 3 5001b 4 5001b 5 500 lb Beam Spacing 26 in 17 in 17 in 16 in 16 in Attn: From: 'ben . Configuration: TYPE PICK AREA Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 1725 S. Douglass 12d. Ste D Anaheim. CA 92806 Tel: 714.456.0056 Fox 714456.0066 By. BOB 9. Project GENE JUAREZ SALONS Panel Height 66.0 in 66.0 in Total: Story Force Transv 37 lb 61 lb 85 lb 108 lb 130 lb 120 lb NOTES To? 3sa.s4 7 -• c'`'kcreed gr / PICK AREA Fax#: 26'3 55 5. 505 I Si Pages Preliminary Rack Analysis Story Force Longit. 16 lb 27 lb 38 lb 48 lb 58 lb 187 lb k 714 . 0066 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 11/6/2003 Axial Conn Moment (lb) (in -lb) 1,438 2,001 1,150 1.230 863 1,079 575 890 288 679 Pro)ccr t3: G -0053 p.1 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK I I /G/2003 Structural C oncepts nglneerIng Company: CITY OF TUKWILA, WA Attn: DAVE LARSON Tel: 206.431.3678 Fax: 2064-31.3665 Re: GENE JUAREZ RECEIVED 1 JA N 2 0 2004' DEVELOPMENT NT Transmittal DAVE, UPON THE REQUEST OF MY CLIENT, MR. BENJAMIN RANDAZZO OF RAYMOND HANDLING CONCEPTS, I HAVE REANALYZED THE RACKING UNITS WITH THE DIFFERENT BEAM ELEVATIONS AND LENGTHS AS YOU REQUIRED. ATTACHED PLEASE FIND THE REVISED CALCULATION SUMMARY SHEETS THAT SHOW ADEQUACY OF EACH CONFIGURATION UTILIZED. NOTE THAT ALL. THE SYSTEMS IN QUESTION ARE MORE THAN ADEQUATE IN SUSTAINING THE IMPOSED LOADS. ALTERNATE BEAM CONFIGURATIONS WILL NOT AFFECT THE INTEGRITY OF THE UNITS SINGE LOADS ARE LIGHT AND COMPONENTS ARE NOT ANYWHERE NEAR FULL STRESS. PLEASE FEEL FREE TO GALL WITH ANY QUESTIONS YOU MAY HAVE REGARDING THE ABOVE MATTERS. RESPECTFULLY, BOB SHARIFI - 1 03 -33 - 7 JAN 1 4 2004 RECEIVED JAN 21 2004 DEPARTMENT Pagel 1725 S. Douglass Rd, Ste D Anaheim, GA 92806 Tel: 714.456.0056 Fax: 714.456.0066 p i Job No. C - 3 Zo From: Bobby Sharifi Date: January 14 , 2004 Fax: 714.456.0066 Phone: 714.456.0056 Pages (incl cover): io . • !Sers■atic ZZlnte. # N3rtart, •L TYPE A SINGLE ROW Frame Depth 42 in Frame Height 135.0 in Beam Length 96 in # of Diagonals l Frait :c 'f yce. 2 1 Single Row 2 7 C;.C. ids r i •NY DESCRIPTION S"trf'.E°'S rrOLU!v N Fv =50 ksi LMT t r'•l15 /3x1- 5 /nx1.4ia i P=207.5 lb, M= 7904 in -it' None Lu -96 inl Capacity: 3933 lb /pr in -lb ( Ncap =16922 in-lb 0.66-0K W/,1, 0.5 -0K 0.43••O< COLUMN BACKER None None . - • BEAM Fy =50 ksi LMT LBF354/3.5 "deepx2.75 "x0.075" Lvl 1: 3 pin OK I Mconn =7344 `r3CAiM CONNECTOR Fy =50 ksi GRACE - HORIZONTAL Fy -50 ksi LMT 1 -1 /2x1- 1 /4x14ga 1 /4x14ga ( Fixity!! 0 in -lb ICBO 4627 No Inspection (T =28 lb) Bearing Pressure 0.12 -OK 0.40 -OK 0.1 :3••OK 0.03.• - OK 0.15 - OK BRACE-DIAGONAL Fy =50 lest Fy =36 ksi 2 per Base O.5" x 3.5" Embed LMT 1- 1/2x1- 7inx4lnx0.375in HILTI KWIK BOLT II 3000 psi slab. 1000 psf Soil BASE PLATE ANCHORS MINIMUM SLAB 6" thk x May 10 04 12:50p ✓'rructuroi ( 0,,ceppt� s "f • . i' Engineering Preliminary Rack Analysis r ne proceeaing itnaly,is is provided by i Strucn1, al Concept; Engineering as a tool 1 for preliminary component sizing only, and doe.s not constitute a final deisgn or guarantee of approval by the local building official. The com;:anens herein aro deigned within the guidelines of the FF 1997 USC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisd:cLonal building official. B.. BOB .. ProJect: GENE JUAREZ SALONS C:r nVourra2ion: TYPE A SINGLE ROW Prajec:: iNt.sue: GENE JUAREZ SALONS"; Pail erat A'idlrs:s "a: 10828 E. MARGINAL WAY S. SEATTLE, W.&. 98160 .Cwrt..1Y:'YlJ'_ilLlipl.�.�it Wiil�lu.iNN1TC• -- - �.iS� Level Load Beam Per Level Spacing ... 1 2,000 lb G7 in 2 2,000 lb 65 in NOTES RIND 2 LVL - SR TYPE A T725 S. Doe - lass Rd. Ste ID Anaheim, GA 92805 Tel! 714.456.0056 Pa 714.4E43.005,0 Structural Concepts Eng Attn: Datil r /I L) „„,,Fax # 1 ,t 3_4 . ( ,S From: Panel Height 61.0 in 61.0 in J%k S . G5' Sr Story Force Transv 204 lb 402 lb # Pages: 96 Story Force Longit. 83 lb 164 lb Total: 606 lb 247 lb Axial (lb) 2.075 1.038 7 14 4:56 0066 Ot ar Conn Moment (in -11.9 7,344 3,392 6r MAY 1 0 2004 DEPARTMENT NT Prejvcf 8: C-0G53 Client: RAYMOND HANDLING CONCEP1S For: ItEN R. Date: S /10/2004 -I" 42• POST PROTECTORS REQUIRED ON AISLE SIDE COLUMNS IF HEAVY MOVING EQUIPMENT(FORK LIFT St ETC..) IS USED IN THIS AREA. P . 1 Beam to Cohann Connection 3 pin OK I 3 fife OK J 5/1 O /20:).1 TYPE B DOUBLE ROW Seismic Zone # Beam Lvls Frame Death large Height' Beam Length # of Diagonals Frame Type 3 3 42 in 105.0 in I 96 in 2 Sing e Row Ma 10 04 12:50p Structural Concepts Eng Siructurol C oncepts "49 Engineering By. BOB S. Attn: From: Prej.cc Configuration: TYPE B DOUBLE ROW Project Name: GENE JUAREZ SALONS Project Address. 10828 E. MARGINAL WAYS. SEATTLE, WA. 98168 1725 9. Douglass Rd. Ste D Anaheim. CA 92806 Tat: 714. 456.0056 Fax 714.456.0066 The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final design or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established Industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. 195" GENE JUAREZ SALONS Preliminary Rack Analysis 49^ zr 26" -1 Fax #: # Pages: 96' 714 456 0066 Client: RAYMOND HANDLING CONCEPTS For BEN R. Date: 5/10/2004 tog• Pr ect a: G -0653 4r p.2 COMPONENT COLUMN COLUMN BACKER BEAM BEAM CONNECTOR BRACE - HORIZONTAL BRACE - DIAGONAL BASE PLATE ANCHORS MINIMUM SLAB Fy =50 ksi None Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =36 ksi 2 per Base DESCRIPTION LMT LM15 /3x1- 5J8x14ga P =3113 lb, M =4255 in -lb None LMT LBF354/3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb/pr Lvl 1: 3 pin OK 1 Mconn =5258 in -lb None Mcap =16922 in -lb LMT 1- 1/2x1- 1 /4x14ga LMT 1 -1 /2x1- 1/4x14ga 7inx4inx0.375in ► Fixity= 0 in -lb 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =O Ib) 6" thk x 3000 psi slab. 1000psf Soil Bearing Pressure STPr5s 0.54 -OK N/A 0.5 -OK 0.31 -OK 0.18 -0K 0.42 -OK 0.26 -OK 0.02 -OK 0.2 -OK Level Load Per Level 1 2,000 lb 2 2,0001b 3 2,000 lb NOTES REVD 3 LVL - DR TYPE A Beam Spacing 26 in 27 in 49 in Panel Height 47.0 in 47.0 In Story Force Transv 131 lb 266 lb 512 lb Tota I: 909 lb Story Force Axial Longit. (Ib) 108 lb 2.075 8 075 209 lb 1,038 370 lb Conn Moment (in -Ib) 5.258 4,408 3,339 RECEIVED NAY 10 2004 D EPART T MIN, IT Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 5/10/200h Ma 10 04 12:50p Structural Concepts Eng S tructural C oncepts '40 Gnglneering NOTES') BY BOB S. Level Load Per Level F 1 2,000 lb 2 2,000 lb 3 2,000 lb REVD 3 LVL - DR T1'I'C C Beam Spacing 26 in 27 in 79 in Attn: From: Configuration: TYPE C DOUBLE ROW Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 1725 S. Douglass Rd. STe D Anaheim, CA 92906 Tel: 714.456.0056 Fax 714.456.0066 Project: GENE_ JUAREZ SALONS Panel Height 61.0 in 61.0 In Story Force Transv 112 lb 228 lb 569 lb Total: 909 lb Fax #: # Pages: Preliminary Rack Analysis Story Force Longit. 46 lb 93 lb 232 lb 370 lb Axial (lb) 3.113 2,075 1,038 714 456 0066 Conn Moment 5,283 5,442 4,347 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 5/10/2004 RECEIVED MAY 1 0 2004 DEPARTMENT Project fl: C-0653 p.3 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK WI 0/2004 ..— The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approve? from the jurisdictional building official. 1 135 133' - is• 61 • r 27" ` 1, 26 61 42- se* -i TYPE C DOUBLE ROW Seismic Zone # Beam Lvls, Frame Depth Frame tjejQht Beam Length * of DiaUonals Frame Type _ 3 3 42 in 135.0 in 96 in 2 Sing e Row • COMPONENT DESCRIPTION STRESS COLUMN Fy=50 ksi LMT LM15 /3x1- 5 /3x140 P =3113 lb, M =4255 in -lb 0.71 -OK COLUMN BACKER None None None N/A BEAM Fy =50 ksi LMT LBF354/3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb /pr 0.5 -OK BEAM CONNECTOR Fy =50 ksi Lvl 1: 3 pin OK ( MConn =5283 in -lb Mcap =16922 in-lb 0.31 -OK BRACE - HORIZONTAL Fy=50 ksi LMT 1- 1/2x1- 1/4x14ga 0,18 -OK BRACE-DIAGONAL Fy =50 ksi LMT 1 -1 /2x1- 1/4x14ga 0.72 -OK BASE PLATE Fy =36 ksl I 7inx4inx0.375in i Fixity= 0 in -lb 0.26 -OK _ ANCHORS 2 per Base 0.5" x 3.5" Embed HILT! KWIK BOLT II ICBO 4627 No Inspection (T =0 lb) 0.02 - OK MINIMUM SLAB 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.21 -OK Ma 10 04 12:50p Structural Concepts Eng S tructural C oncepts '40 Gnglneering NOTES') BY BOB S. Level Load Per Level F 1 2,000 lb 2 2,000 lb 3 2,000 lb REVD 3 LVL - DR T1'I'C C Beam Spacing 26 in 27 in 79 in Attn: From: Configuration: TYPE C DOUBLE ROW Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 1725 S. Douglass Rd. STe D Anaheim, CA 92906 Tel: 714.456.0056 Fax 714.456.0066 Project: GENE_ JUAREZ SALONS Panel Height 61.0 in 61.0 In Story Force Transv 112 lb 228 lb 569 lb Total: 909 lb Fax #: # Pages: Preliminary Rack Analysis Story Force Longit. 46 lb 93 lb 232 lb 370 lb Axial (lb) 3.113 2,075 1,038 714 456 0066 Conn Moment 5,283 5,442 4,347 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 5/10/2004 RECEIVED MAY 1 0 2004 DEPARTMENT Project fl: C-0653 p.3 Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK WI 0/2004 Ma 10 04 12:50p S tructural C oncepts -AI Engineerin By. BOB S. Attn: From: Prejett Configuration: TYPE D SINGLE ROW Project Name: GENE 3UAREZ SALONS Project Address: 10828 E. MARGINAL WAYS. SEATTLE, WA, 98168 Level Load Beam Per Level Spacing 1 2,000 lb 68 in 2 2.000 lb 65 in l NOTES RCVD 2 LVL - 5R TYFC D Structural Concepts Eng 1725 S. Dou•Ioss Rd. Ste 0 Anaheim, GA 92506 Tel: 714.456.005E Fox 714.456.0066 Panel Height 61.0 in 61.0 In Total: GENE JUAREZ SALONS Preliminary Rack Analysis Story Force Transv 205 lb 401 lb 606 lb Fax #: # Pages: Story Force Longit. 84 lb 163 lb 247 lb Axial (lb) 2.075 1.038 714 456 0066 Conn Moment (in -lb) 7.402 3,389 Pr • cat 4: G -0653 p.4 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 5/10/2004 RECEIVED MAY 1 0 2004 BUILDG DEPART Beam to Column Connection 3 pin OK 3 pin OK 5/I0/2004 -, I The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with clue regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional I building official. 134" ',. 134' - 6.5" ea , 61' ', • 61 96' �� 42" ' TYPE D SINGLE ROW Seismic Zone # Beam Lvls Frame Depth Frame Height Beam Lenath # of Diagonals Frame Type 3 2 42 in 134.0 in 96 in 2 Sing e Row COMPONENT . DESCRIPTION STRESS COLUMN Fy=5O ksi LMT LM15 /3x1- 5 /6x14ga P =2075 1b, M =8028 in-lb 0.66 -0K COLUMN BACKER None None None N/A 0.5 -OK BEAM Fv =50 ksi LMT LBF354J3.5 "deepx2.75 "x0.075" Lu =96 in Capacity: 3983 lb /pr BEAM CONNECTOR_ Fy =50 ksi LvI 1: 3 pin OK 1 Mconn =7402 in -lb Mcap =16922 in -lb 0.44 -OK BRACE - HORIZONTAL Fy =50 ksi LMT 1 -1 /2x1- 1/4x14ga 0.12 -OK BRACE - DIAGONAL Fy =50 ksi LMT 1- 1/2x1- 1/4x14ga 0.48 -OK BASE PLATE Fy =36 ksi 7inx4inxQ.375in f Fixity= 0 in -lb 0.18 -OK ANCHORS 2 per Base 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =36 lb) 0.01 - OK MINIMUM SLAB 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure 0.15 -OK Ma 10 04 12:50p S tructural C oncepts -AI Engineerin By. BOB S. Attn: From: Prejett Configuration: TYPE D SINGLE ROW Project Name: GENE 3UAREZ SALONS Project Address: 10828 E. MARGINAL WAYS. SEATTLE, WA, 98168 Level Load Beam Per Level Spacing 1 2,000 lb 68 in 2 2.000 lb 65 in l NOTES RCVD 2 LVL - 5R TYFC D Structural Concepts Eng 1725 S. Dou•Ioss Rd. Ste 0 Anaheim, GA 92506 Tel: 714.456.005E Fox 714.456.0066 Panel Height 61.0 in 61.0 In Total: GENE JUAREZ SALONS Preliminary Rack Analysis Story Force Transv 205 lb 401 lb 606 lb Fax #: # Pages: Story Force Longit. 84 lb 163 lb 247 lb Axial (lb) 2.075 1.038 714 456 0066 Conn Moment (in -lb) 7.402 3,389 Pr • cat 4: G -0653 p.4 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 5/10/2004 RECEIVED MAY 1 0 2004 BUILDG DEPART Beam to Column Connection 3 pin OK 3 pin OK 5/I0/2004 S tructural C oncepts pr Engineering 1 Attn: From: By BOB S. Project GENE JUAREZ SALONS Configuration: TYPE PICK AREA L Project Name: GENE 3UAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 The proceeding analysis is provided by Structural Concepts Engineering as a tool for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The component herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. PICK AREA 1725 S. Douglass Rd, Ste D Anaheim, CA 92306 Tel: 714.456.0056 Fax 714.456.0066 13 Level Load Beam Panel Per Level Spacing Height 1 500 lb 24 in 61.0 in 2 500 lb 22 in 61.0 in 3 500 lb 22 in 4 500 Ib 22 in 5 500 Ib 22 in Total: 22" 22" 22" 22" 24" Preliminary Rack Analysis Story Force Transv 30 lb 57 lb 84 lb 111 lb 138 lb 420 lb Fax #: N Pages: 106" Story Force Axial Longit. 13 lb 25 lb 37 lb 50 lb 62 lb 187 lb Project S: C-0653 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 1/14/2004 135" (Ib) (in -Ib) 1,438 2,102 1,150 1,528 863 1,356 575 1,117 288 61" 61" RE C VED t % 21 2004 BUILDING DEPARTMENT 44" Seismic Zone 3 # Beam Lvls 5 Frame Depth 44 in TYPE PICK AREA Frame Height 135.0 in Beam Length 108 in # of Diagonals 2 Frame Type Singe Row COMPONENT COLUMN COLUMN BACKER BEAM BEAM CONNECTOR BRACE - HORIZONTAL BRACE - DIAGONAL BASE PLATE ANCHORS MINIMUM SLAB DESCRIPTION Fy=50 ksi None FY = 50 ksi Fy=50 ksi Fy = ksi Fy =50 ksi Fy=36 ksi 2 per Base LMT LM15 /3x1- 5/8x14ga None LMT LBF354 /3.5 "deepx2.75 "x0.075" Lvl 1: 3 pin OK I Mconn =2102 in-lb P =1438 lb, M =1964 in -lb None Lu =108 in Capacity: 3503 lb/pr Mcap =16922 in -lb LMT 1- 1/2x1- 1/4x14ga LMT 1 -1 2x1 -1 4x14ga 7inx4inx0.375in I Fixity= 0 in -lb 0.5" x 3.5" Embed HILTI KWIK BOLT II ICBO 4627 No Inspection (T =0 Ib) 6" thk x 3000 psi slab. 1000 psf Soil Bearing Pressure STRESS 0.28 -OK N/A 0.14 -OK 0.12 -OK 0.09 -OK 0.33 -OK 0.12 -OK 0.01 -OK 0.09 -OK Conn Moment Beam to Column Connection 3 pin OK 3 pin OK 3 pin OK 3 pin OK 3 pin OK NOTES 108" BEAM LENGTH ANALYZED, ANY SMALLER BEAM LENGTHS OK BY INSPECTION. I /I 4/2()0,1 S tructural C oncepts Gn NOTES II By. BOB S. 1 2,000 lb 2 2,000 lb ReVD 2 LVL - 5R TYPO A Attn: From: 67 in 61.0 in 65 in 61.0 in Project: GENE JUAREZ SALONS 204 lb Fax #: # Pages: 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.456.0056 Fax 714.456.0066 A SINGLE ROW Configuration: TYPE A SINGLE ROW Project Name: GENE 3UAREZ SALONS Project Ad The proceeding analysis is • •vided by Structural Concepts Engineerin . a tool for preliminary component sizing • , and does not constitute a final deisg •r guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. Seismic Zone 3 COMPONENT COLUMN COLUMN BACKER BEAM BEAM CONNECTOR BRACE - HORIZONTAL BRACE - DIAGONAL BASE PLATE ANCHORS MINIMUM SLAB Level . Load Per Level 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 # Beam Lvls 2 Fy =50 ksi None Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =36 ksi 2 per Base 135" Frame Depth 42 in Beam Panel Spacing Height 65" 67" Preliminary Rack Analysis Fram - ight .0 96" Beam Length 96 in LMT M20 /3x3x ' a None LMT LB . 4/3.5 "deepx2.75 ' .075" Lvl . 3 pin OK nn =7344 in -lb Story Force Story Force Transv Longit. Client: RAYMON • ANDLING CONCEPTS For: BEN R. Date: 1/1 004 Lu =96 in 135 # of Diagonals 2 1" Sr SCRIPTION P =2075 lb, M =7904 in -lb None Capacity: 3983 lb/pr Mcap =16922 in -lb LMT 1- x1- 1 /4x14ga LMT 1 -1 . 1- 1/4x14ga 7inx4inx0.375in Fixity= 0 in-lb 0.5" 3.5" Embed HILTI KWIK BOLT BO 4627 No Inspection (T =28 lb) 6" thk x 3000 psi slab. 1000 psf Soil ring Pressure "al Conn Moment (I (in-lb) 42" Frame Type Sing e Row STRESS 0.36 -OK N/A 0.5 -OK 0.43 -OK 0.12 -OK 0.44 -OK 0.18 -OK 0.01 -OK 0.15 -OK 402 lb 164 lb Total: 606 lb 247 lb 83 lb 2,07 nso 7,344 1,038 3,392 Project a: C -0653 Beam to Column Connection 3 pin OK 3 pin OK RECEIVED JAN 21 2004 BUILDING DEPARTMENT I / 1 4/2004 :.d:�At+�'. ' 4 �•', 'uL,'c"kG.`ires7iiiiit£.::::Sf ', 1 2,000 lb 2 2,000 lb 3 2,000 lb NOTES By BOB S. REVD 3 LVL - DR TYPE B Attn: From: Configuration: TYPE B DOUBLE ROW Project Name: GENE 3UAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 1725 S. Douglass Rd, Ste D Anaheim, CA 92806 Tel: 714.A56.0056 Fax 714.456.0066 in 47.0 in in 47.0 in 9 in Project: GENE JUAREZ SALONS Frame De . th 05.0 in 354 3.5 "dee . x2.75 "x0.075" 11: 3 in OK UBLE ROW Beam Len • th Mconn =52 LMT 1 -1 2x1 -1 4x LMT 1 -1 2x1 -1 4x1 # of Dia • onals Seismic Zone COMPONENT COLUMN COLUMN BACKER BEAM CONNECTOR BRACE - HORIZONTAL BRACE-DIAGONAL BASE PLATE ANCHORS MINIMUM SLAB # Beam Lvls 6" thk x 3000 Panel Height Story Force Story Force Transv Lon • it. Axial Conn lb in- Frame • e Sing e Row The proceeding analysis is pr Structural Concepts Engineering for preliminary component sizing onl and does not constitute a final deisgn o guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. Level Load Per Level Preliminary Rack Analysis 113 lb M =4255 in -lb Ca•aci : 3983 lb 'r Mca = 16922 in -lb Fixi = 0 in -lb o Inspection (T =0 lb) re oment STRESS 0.28 -OK NA 0.5 -OK 0.31 -OK 0.18 -OK 0.38 -OK 0.26 -OK 0.02 -OK 0.2 -OK Beam to Column Connection 131 lb 266 lb 512 lb Fax #: it Pages: 53 lb 108 lb 209 lb ThSOL E Total: 909 lb 370 lb Project it: C -0653 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 1/14/2004 3,113 2,075 1,038 105' 5,25 4,408 3,339 42' 3 pin OK 3 pin OK REC... I Y ED JAN 2 200 D EPARTMENT BUILDING ENT I / 1 4/2004 _ S tructural Con En 1725 S. Douglass Rd, Ste D Anaheim. CA 92806 Tel: 714.456.0056 Fax 714.456.0066 By BOB S. Project-. GENE JUAREZ SALONS Configuration: TYPE C DOUBLE ROW Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 The proceeding analysis is provid- by Structural Concepts Engineering as a • . I for preliminary component sizing only, and does not constitute a final deisgn or guarantee of approval by the local building official. The components herein are designed within the guidelines of the 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. TYPE . - DOUBLE ROW Seismic Zone 3 COMPONENT COLUMN COLUMN BACKER BEAM BEAM CONNECTOR BRACE - HORIZONTAL BRACE - DIAGONAL BASE PLATE ANCHORS MINIMUM SLAB # Beam Lvls 3 DE PTION Fy =50 ksi None Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =50 ksi Fy =36 ksi 2 per Base Level Load Beam Per Level Spaci 135 Frame Depth 42 in 79 zr 96' Fram - ' ei • ' t Beam Length LM . , M20/3x3x14g None LMT LB .':54/3.5 "deepx2.75 "x0. ► . 5" Lu =96 in L : 3 pin OK 1 Mco =5283 in -lb 135• 1" 6 1' # of Diagonals 2 -4`— 47 P =3113 Ib, M =4255 in -lb None Capacity: 3983 lb/pr Mcap =16922 in -lb LMT 1 -1/ 4 - 1 /4x14ga LMT 1 -1/2x . 4x14ga 7inx4inx0.375in Fixity= 0 in -lb " x 3.5" Embed HILTI KWIK BOLT II I • 0 4627 No Inspection (T =0 Ib) 6" thk x 3000 psi slab. 1000 psf Soil ing Pressure Panel Story Force Story Force Axl Height Transv Longit. (Ib) Conn Moment (in -lb Frame Type Singe Row STRESS 0.3 -OK N/A 0.5 -OK 0.31 -OK 0.18 -OK 0.67 -OK 0.26 -OK 0.02 -OK 0.21 -OK Beam to Column Connection 1 2,000 lb 26 i 2 2,000 lb 27 3 2,000 lb 7' in Rl_VD 3 t.VL - DR 1Y'1! C Attn: From: 61.0 in 61.0 in QsoLFrE Total: Fax #: Preliminary Rack Analysis 112 lb 228 lb 569 lb it Pages: 46 lb 93 lb 232 lb 909 lb 370 lb Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 1/1412004 3,113 2,075 1,038 5,283 5,442 4,347 Project It: G-0653 3 pin OK 3 pin OK RECEIVED JAN 21 2004 BUILDING DEPARTMENT I ! 1 4/200.1 NOTES li'bl:.+aUs S truudt ` vral Concepts E ngineering -!fir NOTES II By. BOB S. Configuration: TYPE D SINGLE ROW Project Name: GENE JUAREZ SALONS Project Address: 10828 E. MARGINAL WAY S. SEATTLE, WA. 98168 The proceedin• -nalysis is provided by Structural Concep ngineering as a tool for preliminary compo .t sizing only, and does not constitute a • I deisgn or guarantee of approval by the • I building official. The components in are designed within the guidelines of 1997 UBC and with due regard to established industry standards. The final design of the system is valid only with proper approval from the jurisdictional building official. PE D SINGLE ROW Seismic Zone 3 COMPONENT COLUMN COLUMN BACKER BEAM BEAM CONNECTOR BRACE - HORIZONTAL BRACE - DIAGONAL BASE PLATE ANCHORS Level Loa Per vel # Beam Lvls 2 Fy =50 Fy =50 •i FY= ksi F 0ksi F 36 ksi per Base Beam Spacing 134• Frame ' th 4 Panel Height 65 68' Preliminary Rack Analysis 96' Fra Height 13'. in Beam Length 96 in Fy =50 ksi LMT LM20J3x3 •a None None LMT LBF354/3.5 "deepx2.75 1.075" Lvl 1: 3 pin OK nn =7402 in-lb 134" .�� 42" Lu =96 in # of Diagonals 2 61" ESCRIPTION P =2075 Ib, M =8028 in-lb None Capacity: 3983 lb/pr Mcap =16922 in -lb LMT 1- x1- 1 /4x14cia LMT 1 -1 : 1- 1 /4x14ga 7inx4inx0.375in Fixity= 0 in -lb 0.5" x 3.5" Embed HILTI KWIK BOLT II BO 4627 No Inspection (T =36 lb) MINIMUM SLAB 6" thk x 3000 psi slab. 1000 psf Soil : . ring Pressure Story Force Story Force Ax Conn Moment Transv Longit. (lb) :;t • (in -lb) Frame Type Singe Row STRESS 0.36 -OK N/A 0.5 -OK 0.44 -OK 0.12 -OK 0.44 -OK 0.18 -OK 0.01 -OK 0.15 -OK 1 2,I r0 lb 2 2 00 lb REVD 2 LVL - SR TYPE D Attn: From: 1725 5. Douglass Rd. Ste D Anaheim. CA 92806 Tel: 714.456.0056 Fax 714.456.0066 68 in 65 in Project GENE JUAREZ SALONS 61.0 in 61.0 in Fax #: # Pages: 205 lb 84 lb 401 lb 163 lb 0,50 LETE Total: 606 lb 247 lb Project 1: C•0653 Client: RAYMOND HANDLING CONCEPTS For: BEN R. Date: 1/14/2 2,075 7,402 1,038 3,389 Beam to Column Connection 3 pin OK I 3 pin OK ECEIVED JAN 21' 2004 BUILDING DEPARTMENT I / 1 4/2004 il n a u' i b ::6,.x...2: ati:::41L4.lutw 4 ,0,' . ' rS?ir;- 03 -01 -2005 BEN RANDAZZO 3500 WEST VALLEY HY N, #101 AUBURN WA 98001 Dear Permit Holder: Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: ' Permit File No. D03 -337 Bob Benedicto, Building Official Ciiy of Tukwila RE: Permit No. D03 -337 10828 EAST MARGINAL WY S TUKW Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, 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 Permit Center at 206 - 431 -3670 to arrange 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 a one-time extension up to 180 days. 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 04/18/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431.3665 Ar('ikYL.fAt.iS;Lu4 04, GI V.YU:wl i'.. LU ::Y.+L`:i:..]2ild.]:'..:u {.'... t aYA. 10 -01 -2004 BEN RANDAZZO 3500 WEST VALLEY HY N, #101 AUBURN WA 98001 RE: Permit No. D03 -337 10828 EAST MARGINAL WY S TUKW Dear Permit Holder: City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, 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 Permit Center at 206 -431 -3670 to arrange 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 a one-time extension up to 180 days. 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 11/13/2004, 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, Stefania Spencer, Permit Technician xc: Permit File No. D03 -337 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 May 4, 2004 Ben Randazzo 3500 West Valley Highway North, #101 Auburn, WA 98001 RE: Permit Application No. D03 -337 10828 East Marginal Way south 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 Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official 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 Permit Center at (206) 431 -3670 to arrange 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 a one -time extension up to 180 days. 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 or request and receive an extension prior to June 9, 2004, 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 -X4-e- fit/ Stefania Spencer Permit Technician City of Tukwila Department of Community Development Steve Lancaster, Director Xc: Permit File No. D03 -337 Bob Benedicto, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PERMIT COORD CON PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -337 DATE: 10 -30 -03 PROJECT NAME: GENE JUAREZ SALONS SITE ADDRESS: 10828 EAST MARGINAL WY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after/before permit is issued DEPARTMENTS: Buildi g Division Public Works 0 5- II lloa nit Fire Prevention Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -04 -03 Complete [V, Incomplete Comments: • Planning Division Permit Coordinator 7`i Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROI ,TING: Please Route , Ly s ' Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ( Not Approved (attach comments) ( ) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2-28.02 PERMIT COOR!? COPY DUE DATE: 12 -02 -03 DATE: z z '~ w J U 0 N u) w Li/ I- �IL. w 0 } g J ci w? z � zI- N o f L11 1- u'O Z U = O � Z F625-052-000 (8/97) ......... . .... .... r Detach And Display Certificate REGISTERED AS•PROVIDED •CONST CONT, ' ; GENERAL ::..::. �{ EXP DATE 0r1 T RAYMO.HCO34KB 10/0X/20,05 EFFECTIVE DpATE Q 5/.02/1997- (.,GU 3 NI ,h.l•cc,, t.iA(! RAYMOND ING:. CONCEPTS CORP 9 'BO CE 4�-,Q BOY CE 'REMO1.1 .CPi'S Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES BY LAW AS Please Remove And Sign Identification Card Before Placing In Billfold Z = F= 6 0 0 J H O LL Q . = :- W Z �. `F- O Z F- W •U O N. E- W W • U - 0' Z• W U -' O - z CA t 9 • s Z .; J t \ �c . rn de d' ,e- wk" /3 • 7 fri "Pe • • • • • • - .e0 t � 4 441 101° ~v 'o ,r' aoLIDaY lhti /4 "••••✓ Il•• 0` " V i IS 11'•'1 . R s • ' F' 0 1 • S 1u11M l , S r v1 ; 1 %t' , �yy f Maw. ST' •1 , � 1.00 :x ' ^ 31111• LA 101 • I R • • NORTH • o • M1 ?:1NE RIVrp'0h MOSP • R Oaf cams( , • ••;. • CUM 1 % 1 S A__ .I T 4 4, :Aflo--K"° E N D • • A cc ci ?;x(-0" 41.5 1v�.o • \IV - • - ./ • • • !`! MP 6' A 4. # aA \ s ' ik V!CI\ITY MAF NOT TO SCALE G D' y � E O OK G 6 41 -1 I r fiito f *49 pc ■ lb' 1 \' P ‘°- kS EY 1 0 r". N4 • Z PROPERTY TAX ACCOUNT NUMBER • 032304 - 9164 --09 `S \G a SITE SCALE: 1' .4e -- • a° ; o'r so i� 5AN 0 $ 0 • • .. I • / A 0 • N • LL f • • • • • • BUILDING & SITE STATISTICS -SITE AREA -LOT F= APPROXIMATELY 54,870 S.F. - LOT G= APPROXIMATELY 129,800 S.F. - TOTAL= APPROXIMATELY 184,670 S.F. -BUILDING AREA -TOTAL BUILDING= 89,340 S.F. - TENANT SPACETHIS PERMIT -NO CHANGE OF USES EXISTING OFFICE= 674 S.F. EXISTING MANUFACTURING= 903 S.F. EXISTING WAREHOUSE= 13,923 S.F. TOTAL TENANT SPACE= 15,500 S.F. - PARKING PROVIDED = 121 - ZONING: MIC /4H -TYPE OF CONSTRUCTION: V -N - OCCUPANCY GROUPS: Si, Fl, & B - BUILDING CODE: 1997 UBC • • . . 0 • • M c gC R� 12( 11.E A� C w t W)1 V - • , ;,•∎ AX11Pl f f :31* LEGAL. DESCRIPTIONS PARCEL r: TWAT PORT L ON OF Th E s OITTHWES T QU AR'1'Z R OF SECTION 1, TOWN S H I P 23 NORTH, RANGE 4 UST, W.M. , IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT TOE INTERSECTION OP THE EASTERLY MARGIN OF EAST MARGINAL WAY SOUTH, AND TH1 SOUTH LINE Or SAID SECTION 3: THENCE ALONG SAID MARGIN NORTH 16'47'30" WEST 444.60 FEET TO TICE TRU! POINT Or BEGINNING) TINENC$ CONTINUING ALONG SAID MARGIN NORTW WEST 200.00 FEET; THENCE HURTS 73'12'30 EMT TO THE WESTERLY BOUNDARY OF PUGET SOUND POWER AND LIGHT RIGHT-OF-WAY. FORMERLY SEATTLE- TACOMA INTTRURIAM RAI LMAY RIGHT-OF-WAY; TH E'NC! SOUTHERLY ALONG SAID BOUNDARY TO A LINE WHICH BEARS NORTH 73'13'30 EAST mom THE '.'RUE POINT OF BEGINNING.; THENCI SOUL 173'11'30 WES? TO THZ TMIZ POINT OF BEGINNING. PARCEL G: THAT PORTION OF TH1 SOVTWEST QUARTER OF SECTION 3, TOWNSHIP 23 NORTH, RANGE 4 UST, M.M., IN RING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: BEGINNING AT 'THE INTERSECTION OF THE EASTERLY MARGIN Or FAST MARGINAL WAY, HI.:ING A RIGHT ANGLE WIDTM OF 60 FELT, WITH THZ SOUTH LINK OF SAID SECTION 3, SAID PO/NT BEING 611.792 FEET, MORE OR LESS, EASTERLY Or THE SOUTHWEST CORNER Or SAID SECTION; THZNC•E SOUPN 24'47'20 EAST ALONG SAID SECTION LINE 124.784 FEET, MORE OR LESS, TO THE WESTERLI BOUNDARY LINE OF PUGET SOUND POWER AND LIGHT COMPANY RIGHT -OF -WAY, FORMERLY SEATTLE-TACOMA INTERURBAN RAIL HAY R. GHT-OF -WAY: THENC! FOLLOWING SAID WESTERLY BOUNDARY ON THE ARC Or A CURVE TO TH2 LEP, HAVING A RADIUS 01 2814.93 FEET AND THE LONG CHORD Or WHICH BEARS NORTH 14•1S'00• WEST, 359.9$S rim? TO A POINT OF T.U' GENCY N THENCE CONTINUII4C. ALONG SAID BOUNDARY NORTH 21'53'50° WEST 533.50 FEE? TO A POINT OF A CURVE, THENCE ALONG SAID BOUNDARY ON THE ARC OF A CURVE TO THZ RIGHT HAVING A RADIUS Or 2914.93 FEET AND THE TANG CHORD OF WHICH BEARS NORTH 16'24'1S° WEST, AN ARC DISTANCE OF 600 FEET, MORE OR LZ..SS, TO THE SOUTH L.INZ or A TRACT DESCRIBED IN MODIFICATION OF CONTRACT RECORDED UNDER RECORDING NO. 1944366; SAID POINT ALSO BEING TILT NORTH LINE OF AM EXISTING PRIVATE ROADWAY: THENCE SOITLE 79'13'30 WEST ALOP•G SAID SOVTHRRLY LINE 232 FEET, MORE OR LLS!, TO THE SOUTHEASTERLY CORNIER Or A TRACT CONDEMNED FOR R3AD UNDER KING COUNTY SUPERIOR COURT CAUSE NO. 353833; • THr>rNCE NORTH 89'37'30° WEST ALONG THE SOUTH LINE OF SAID TRACT 31.6 FELT TO A POINT ON THE EASTERLY MARGIN or EAST MARGINAL WAY; THENCE SO�T:R 16'4)'10• EAST 1420 FEET MORE OR L.ESS, ALONG SAID EASTERLY MARGIN' TO TNT PLACE OF BEGINNING: EXCEPT THAT PORTION DESCRI BED AS FOLLOWS: COMMENCING AT A POINT ON THE EASTERLY BOUNDARY LINE OF EAST MARGINAL WAY SAID POINT BEARS NORTH 16'47'30' WEST 1187.124 FEET FROM THE POINT WHERE THE SAID EAST BOUNDARY LINE INTERSECTS THE SuUTN BOUNDARY LINE OF SAID SECTION 3: RUNNING THENCE SOUTH 14°47'30° EAST ALONG SAID EAST MARGINAL LINE 192.529 FEET; THENCE SOUT11 $9•17 EAST 231.103 FEET TO A POINT 70 FEET DISTANCE FROM THE CENTER LINZ OF SEATTLE- TACOMA INTERURBAN RAILWAY: THENCE ON TICE ARC OF A CURVE HAVING A RADIUS OF 2936.93 FEET ALONG THE WEST BOUNDARY LINE OF A CERTAIN U.NC AND PARALLEL TO SAID CENTER LENS, THE LONG CHORD OF WHICIN ARC BEARS WORT! 13'24'13• WEST 139.402 FEET; THENCE NORTE 89'37'30° WEST ALONG THE SOUTH BOUNDARY LINE OF A CERTAIN PRIVATE ROAD 243.819 FEET TO THE PLACE Or BEGINNING. l ALSO EXCEPT THEREFROM THAT PORTIo N THEREOF LY INC SOUTH Or THE FOI LOWING DESrkiSED LINE: BEGTINWIPM. AT TRY INTERSECTION OF THZ EASTERLY MARGIN OF EMT MARGINAL WAY SOUTH AND THE SOUTH LINT OF SAID SECTION 31 THENCE ALONG SAID MARGIN NORTH lb '47'30° WEST 644.60 FELT TO THE TRUE POINT OF BEGINNING: THENCE NORTH 71'12'10 EAST TO me wES TER LY BOUNDARY OF THE PUGET SOUND ?Okla AND LIGHT RIGHT-OF-WAY, FORMERLY S EATTL E- TACOMA INTERVRBAS RAILWAY RIGHT -Or -WAY, AND TH1 TERMINUS 01 SAID LINE. I NOV -6Zen r I .•116 4.0 • .♦ or Of TUKWILA :APPRO1€O , . r. F y _;. COPY I understand that the ?Ian Check ar .a ovate are al al subject to errors and emi�e olatic�n o anY plans does not aut io ize adopted code or ordinance. Receipt of con- tractors copy of approved plans ac ii Ic io • .r1 ' • d dr �� E NEo icwit4 OCi 30 243 f - en 4 • 3 NOTES: USE @ ALL RACK COLUMN /BASE LOCATIONS TYPICAL U.O.N. DESCRIPTION MATERIAL STEEL YIELD COLUMN TYP. BASE PLATE: 7" x 4" 3/8" THICK PLATE ASTM A36, FY= 36,000 PSI , 1 11/16" 1 J 1/8" 1/2' ASTM A570. FY= 50.000 PSI STEEL YIELD ASTM A570. FY= 50,000 PSI 1/8" .I1 1 DESCRIPTION COLUMN: ROLL FORM(LM20) MATERIAL 114 GAGE STEEL STEEL YIELD ASTM A570, FY= 50,000 PSI 1/8" /3 3/8" (TYP. T , 1" 2 TYP. >1 /8" /1 7/8" NOTES USE 3 -PIN CONNECTOR @ ALL LOCATIONS TYPICAL NOTES: USE AS ALTERNATE @ ANY BEAM LOCATION TYPICAL. 1 4 " 1 <TYP. /3/4 2" 1 5/S' NOTES: USE AS ALTERNATE @ ANY RACK COLUMN /BASE LOCATION TYPICAL. DESCRIPTION MATERIAL STEEL YIELD DESCRIPTION NOTES: COLUMN 'The' > 1 /8" /1 2" BASE PLATE: 7" x 4" 3/8" THICK PLATE ASTM A36, FY= 36,000 PSI 216' 144 ' 66" 30" 30' S v FRONT VIEW STORAGE RACK ELEVATIONS DESCRIPTION ! 3-1/2" STEP BEAM (LBF354) MATERIAL ^ 14 GAGE STEEL YIELD ASTM A570, FY= 50,000 PSI DESCRIPTION MATERIAL STEEL YIELD le--1 7/8" -4-7/8"1 I � \ i78 " /1 1/2" <TYP. TYPE 4 HIGH 216' • 3-1/2" 14 GAGE STEEL NOTES USE @ ALL BEAM LOCATIONS TYPICAL U.O.N. 43/4' SIDE VIEW 2 COLUMN: ROLL FORM(LM15) ASTM A570, FY= 50,000 PSI DESCRIPTION MATERIAL STEEL YIELD 216" a 144' DESCRIPTION I ROW SPACER MATERIAL 48" ATTACHMENT 14 GAGE STEEL • BRACING: HORIZ. & DIAG. ASTM A570, FY= 50,000 PSI FRONT VIEW " 8 " &12" 14 GA. TYPE 3 HIGH 216 6 51 ' 5 6 ,Jr 1 1/2"1 9 03/8" 9 2 " t 1 9/16"1 clo3v-wi (4) 7/16" DIA. BOLTS. 4 " NOTES USED @ ALL DOUBLE ROW UNITS FOR BACK TO BACK ATTACHMENT GENERAL PROJECT NOTES 1. DESIGNED PER CHAPTER 22, DIVISION X, 1997 UBC. 2. SEISMIC ZONE 3 3. STORAGE CAPACIT ALL UNITS = 2000* PER LEVEL 4. ANCHORS HILTI KWIK BOLT II WEDGE ICBO #4627 1 /2''DIA. X 3-1/2" MIN. EMBED. 2 ANCHORS PER BASE (@ ALL LOCATIONS TYPICAL) 5. SPECIAL INSPECTION NOT REQUIRED FOR ANCHOR INSTALLATION. 6. CONCRETE THICKNESS & COMPRESSIVE STRENGTH, 6" X 3000 PSI 7. SOIL BEARING PRESSURE 1000 PSF 8. ALL RACK INSTALLATIONS AND RACKS MANUFACTURED IN CONFORMITY WITH THIS STANDARD SHALL DISPLAY 'N ONE OR MORE CONSPICUOUS LOCATIONS A PERMANENT PLAQUE EACH NOT LESS THAN 50 SQUARE INCHES IN AREA AND SHOWING THE MAXIMUM PERMISSIBLE UNIT LOAD IN CLEAR, LEGIBLE PRINT. (97 UBC, DIV. X, CHAPTER 22, SECTION 2222.5) 9. ALL BOLTS A307 OR BETTER. SIZE ICBO# HORIZ. BRACE NOTES: DIAG. BRACE —' DESCRIPTION co: 6 20� N ov s` DESCRIPTION ROW SPACER 1' -; GENERAL CONFIGURATION NOT A DEPICTION OF THIS PROJECT 3-1/2" MIN. EMBED HILTI KWIK BOLT II WEDGE 1/2" X 3-1/? MIN. EMBED. 4627 11 I 1 /2" .--- COLUMN BEAM F.F. ..u, ..... . .« .J,.....n.� �.. .... -..-. a, CONNECTOR BASE r PLATE ,M OF En OCT 3 0 2003 PERMIT IT CENTER nr'T I EXPIRES 10/25/• r NOTES: SEE NOTE #4 ABOVE FOR ANCHOR SPEC.S r 2 0 cc a a 01 C h u: l9 0 C o h +- a Q) U v ul _._. 7 L -}- U l tfi JOB NO SHUT NO 70F1 2003 -00653 3-*35 C J N (Ti C« 1 N rn N V L > t 120 9 I 131 I' r fi I i i ( (0 0 FI.1ri PE i a • LE• V[ I UCI I l i i 1 i 1 1 1 131 • t c," ■ I 111;1 I n 5 t[ Us4- pafn1iM ea1eta44 kart L''t'' � 1 tte��fvt" -In ewtea 7 � ' 1"0" 4, r� rn rTl (.n I T rt X0 3 �e PtcMNs. coMCr►rs. AND rrAnmtt otm run OR 4*SCR119E0 WPM MK D EMCtIMP E PROPERTY OF wIwM( INI► WIWIMA fnwrr,s f*RPORATKM 00 Re, 'PRE.rNTf O MANIRAfTORfRC AMID PM WWI 1,11 M IIRtRTICE. PFRMR;SKIN TO ISE OR RtPROOtifr M Mfv pl HIS PROPRRTMY Mt 1RMATIOq PS EVVPRECgY AIMO LO O TORO ;M,‘ L. AYMc*ND HANDLING CONCEPTS CORP. F? ►a H a C q c F r e m 1 I ' y d ridlir g n pts r pc rctiC' n •nt, Cci11for' -iia GENE JUAREZ SALONS I Ut i 1 . Mnrginai Wny a Seat t Ip, WA. 98168 (i, t. . 4i, b .F'. 4kAi -ALF 1 / 8 ihi€ 08/28103 r iRAWIN( NO. 1 ..,V J. - y.....o:- X1.. ..4..._4. Y,••• • f RECEIVED CITY OF TUKWItA OCT 3 0 2003 PERMIT CENTER EXPIRFS 16/25/; r OCT 2 7 2003 •