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Permit D13-203 - FOSTER HIGH SCHOOL - NEW PORTABLES
FOSTER HIGH SCHOOL PORTABLES 4242 S 144 ST D13-203 City oiei'ukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206.431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov DEVELOPMENT PERMIT Parcel No.: 1523049108 Address: 4242 S 144 ST TUKW Suite No: Project Name: FOSTER HIGH SCHOOL - PORTABLES Permit Number: D13-203 Issue Date: 08/08/2013 Permit Expires On: 02/04/2014 Owner: Name: TUKWILA SCHOOL DISTRICT Address: 4640 S 144TH ST , TUKWILA WA 98168 Contact Person: Name: DAREK OLSON Address: 1716 W MARINE VIEW DR , EVERETT WA 98201 Contractor: Name: PACIFIC MOBILE STRUCTURES, INC Address: PO BOX 1404 , CHEHALIS, WA 98532 Contractor License No: PACIFMS033DC Lender: Name: SELF FUNDED - TUKWILA SCHOOL DISTRICT Address: 4640 S 144 ST , TUKWILA WA 98168 Phone: 425-259-3161 Phone: 360 748-0121 Expiration Date: 11/08/2014 DESCRIPTION OF WORK: INSTALL (2) 28 FT X 64 FT PORTABLE CLASSROOMS. THE CLASSROOMS HAVE SPRINKLERS BUT NO OTHER PLUMBING. PROJECT ON WATER DISTRICT #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE AND FIRE LOOP. Value of Construction: $506,275.84 Fees Collected: $18,700.62 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2009 Type of Construction: V -B Occupancy per IBC: 9 Electrical Service Provided by: SEATTLE CITY LIGHT **continued on next page** doc: IBC -7/10 D13-203 Printed: 08-08-2013 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: Y Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 20 c.y. Fill 20 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Y Water Main Extension: Water Meter: N Permit Center Authorized Signature: Private: Public: Profit: N Non -Profit: N Private: Public: Date: [ 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. rhe granting of this • e 't does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or t • • rformance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: / /✓ , Date: ew/ / 3 g1411/1 X0-41 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 Dr abandoned for a period of 180 days from the last inspection. Print Name: PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 5: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 6: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. ioc: IBC -7/10 D13-203 Printed: 08-08-2013 7: A Certificate of Occupancy shall be issue. this building upon final inspection approve - Tukwila building inspector. 8: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 11: ***FIRE DEPARTMENT CONDITIONS*** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 14: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 15: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 16: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 17: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 18: Egress doors shall be readilylopenable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 19: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant) space. (IFC Chapter 10) 20: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 21: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 22: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 23: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 24: U.L. central station supervision is required. (City Ordinance #2327) 25: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NEPA 13-8.6.5.3.3) doc: IBC -7/10 D13-203 Printed: 08-08-2013 36: Maintain a 4 foot clear space around the s kler riser(s) for emergency access. (NFPA 2ity Ordinance #2327) 37: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2327) 28: All control, drain, and test connection valves shall be provided with permanently marked weather-proof metal or rigid plastic identification signs. The signs shall be secured with corrosion -resistant wire, chain or other approved means. (NFPA 13-6.7.4.1, 6.7.4.2) 29: A supply of spare sprinklers (never fewer than 6) shall be maintained on the premises so that any sprinklers that have Dperated or been damaged in any way can be promptly replaced. These sprinklers shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 3.2.9.3, 6.2.9.6) 30: When the sprinkler riser is located inside a room, the door to the room shall have a sign with one -inch letters which reads "Sprinkler Riser". (NFPA 13) 31: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. Ile amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433-0179 to make an appointment. (NFPA 13-10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 32: The fire department connection (FDC) shall have a downward angle bend between 22.5 and 45 degrees, with a 5 -inch Storz fitting(s) and Knox FDC locking Storz cap. (NFPA 13-6.8.3) (City Ordinance #2327) 33: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 34: Fire department connections (FDC's) shall be oriented in the direction of fire apparatus access, have a 4 foot clear space in front and to the sides of the connection, be appropriately signed, have the building address served by the FDC stenciled vertically in 3 -inch high white numbers on a "safety red" background directly beneath the hose connection facing the direction of vehicular access, and protected from potential vehicular damage. 35: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 36: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 37: An approved manual fire alarm system including audible/visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2328. 38: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2328) 39: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2328) (IFC 104.2) 40: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 41: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 42: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance 1#2328) 43: The maximum flame spread class of finish materials used on interior walls and ceilings shall not exceed that set forth in Table No. 803.5 of the International Building Code. 44: In occupancies of Groups A, E, I and R-1 and dormitories in Group R-2, curtains, draperies, hangings and other decorative materials suspended from walls or ceilings shall be flame resistant in accordance with NFPA 701 or be noncombustible. Where required to be flame resistant, decorative materials shall be tested by an approved agency and pass Test 1, as described in NFPA 701, or such materials shall be noncombustible. Reports of test results shall be prepared in accordance with NFPA 701 and furnished to the fire code official upon request. (IFC 805.1, 805.2) 3oc: IBC -7/10 D13-203 Printed: 08-08-2013 ip 45: Contact The Tukwila Fire Prevention Bur to witness all required inspections and teststy Ordinances #2327 and #2328) 46: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 47: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 48: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 49: The applicant or contractor must call Public Works at 206 433-0179 to schedule a mandatory pre -construction meeting with the City Public Works Inspector. All inspection requests for utility work must also be made 24 hours in advance. 50: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433-0179 of commencement and completion of work at least 24 hours in advance. 51: Any material spilled onto any street shall be cleaned up immediately. 52: Prior to moving the building on-site, a copy of the WSDOT moving permit, route map and proposed moving schedule shall be submitted to the City Development/Permits Engineer for validation. NO MOVING ACTIVITY SHALL BE COMMENCED UNTIL THIS VALIDATION HAS BEEN FORMALLY RECEIVED OR THE MOVER HAS CONTACTED THE DEVELOPER/PERMITS ENGINEER AT (206)433-0179 TO VERIFY THE SAME. If a WSDOT permit has not been approved for the move, the City permit will need to be applied for. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 54: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 55: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 56: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 57: Business License with the City of Tukwila is required for the contractor. 58: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. doc: IBC -7/10 D13-203 Printed: 08-08-2013 • CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. p 13-- 2-03 Project No. `")' D �Q Date Application Accepted: (0---(.0---1 3 Date Application Expires: �--"'{ U-1) (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION King Co Assessor's Tax No.: 1523041108 Site Address: la 4'Z ' • 144 S1 T K'"%‘4* 'wet Suite Number: 14'k Floor: ON Tenant Name: 1LLICW(L4 SC i OIST124C.T New Tenant: ❑ Yes X.No PROPERTY OWNER Name: 11,1(Lk1(L SC.Iti 0(S91¢.ICT Address: 4440 S. I44-'r City: y-uf_w(uk- State: N I" Zip:951l08 CONTACT PERSON - person receiving all project communication GENERAL Name: veze L Otia4 - 0%04. Mw 1 1G Address: II( Li) WesT MAie.0E VIEW oe4 VC City: eve-rearState: ,/� Zip: a Il Phone:/A,j j,,7 -31(0I Fax: (R,7s)z c1 242. Email: MVer-De. P,wMi1/44 • Kiel - T GENERAL CONTRACTOR INFORMATION Company Name: Paunt Cols- tuaropa dices Address: 13 oc, 4S4' tit eNt E RE State: -/A, Zip: qui! City: tlift045viaL Phone: /%% ZZS,52T$Fax: i33kookoct,5253 Contr Reg No.: 033x, Exp Date: ill13I7.0t44„ Tukwila Business License No.: Ns . am 904• H:\Applications\Forts-Applications On Line\20l I Application\' mit Application Revised - 8-9.1 I.docx Revised: August 2011 bh ARCHITECT OF RECORD Company Name: DEGY.Ee. Gly _ .- /wjJo6(i5 Company Name: ry/ im j 1 !sic . qu (itS r "6 S iiI?6 Architect Name: -f M 1 JJE verr Phone:btu)4vsi-..3 3 Fax: ( oto) 323- 713s. Address: fr(10wesfcMiW*ie.v1Ew oe(Uie City: -ooze t- State: We, 142 1 ��gZip9 Phone:/�t�12S 1 �(0' Fax: /4z v.1- Email:14i e_(NU I1/4IAid . mei_ ENGINEER OF RECORD Company Name: DEGY.Ee. Gly _ .- /wjJo6(i5 Engineer Name: diviAddress: qu (itS r "6 S iiI?6 City: .. State: UI Zipg604, Phone:btu)4vsi-..3 3 Fax: ( oto) 323- 713s. Email: .. 0 (0 rzte 2G.G2 .. cold LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) - Name: I (i lL ik `-lel. tosiktur Address: qv 5 144.1= ST - TCity:.., City: ...ra 410) IA_ State: wk.. Zip: 181* Page 1 of4 • • BUILDING PERMIT INFORMATION — 206-431-3670 Valuation of Project (contractor's bid price): $ 14'!, COO Existing Building Valuation: $ Ziat (00 .o Describe the scope of work (please provide detailed information): ano (.2-) �' Psoti Po rt CL-P65e0M-14.174f. cOSsea,Ks kre M -s &r /Jo Q1-14Vg Pu046/6l6 Will there be new rack storage? ❑ Yes 1*. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): II 03,318 Floor area of principal dwelling: Floor area of 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: �O Compact: efr Handicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM F4pr❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \20I I Apphcations\Permrt Application Revised - 8.9.11.docx Revised: August 2011 bh Page 2 of 4 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1st Floor (2)) 1041117 _•Cjse4 p� rp Ire v- 6 rd Floor t, 3rd Floor 0 Floors thru lib Basement Accessory Structure* Attached Garage Detached Garage "p' Attached Carport Detached Carport 43. Covered Deck Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): II 03,318 Floor area of principal dwelling: Floor area of 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: �O Compact: efr Handicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 0 No If "yes', attach list of materials and storage locations on a separate 8-1/2"x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM F4pr❑ On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications\Forms-Applications On Line \20I I Apphcations\Permrt Application Revised - 8.9.11.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 206-433-0179 Scope of Work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila f ...Water District #125 ❑ ...Water Availability Provided Sewer District 0 ...Tukwila 0 ...Sewer Use Certificate ..Valley View ❑...Sewer Availability Provided 0 .. Highline ❑ .. Renton O .. Renton El.. Seattle Septic System: O On-site Septic System — For on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. ubmitted with Application (mark boxes which apply): Ei ...Civil Plans (Maximum Paper Size — 22" x 34") ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance ❑ .. Easement(s) O .. Geotechnical Report O .. Maintenance Agreement(s) ❑...Traffic Impact Analysis 0... Hold Harmless — (SAO) 0... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance ❑ ...Construction/Excavation/Fill - Right-of-way 0 Non Right-of-way 0 ...Total Cut ' cubic yards 0 .. Work in Flood Zone in ...Total Fill 7 cubic yards 0 .. Storm Drainage ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control 0 ...Backflow Prevention - Fire Protection Irrigation Domestic Water 0 .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 0 .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding 0 ...Permanent Water Meter Size... WO # 0 ...Temporary Water Meter Size.. WO # 0 ...Water Only Meter Size WO # ❑...Deduct Water Meter Size ❑ ...Sewer Main Extension Public 0 Private 0 0 ...Water Main Extension Public 0 Private 0 FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line'201 1 Applications\Permit Application Revised - 8-9-I I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 AiORIZED AGENT: Signature: Print Name: fJ- CX,SL F1 t D 1-IFW ,1 ',IL • Date: os -14 -Z0(3 Day Telephone: (4-25):S/•" 3 1101 Mailing Address: M.Piderir m a n46 Jt oitolg skirecrr Wk %tot City State Zip H \Apphcauons\Forms-Applications On Line \201 I Applications\ Permit Application Revised - 8-Q-11 docx Revised: August 2011 bh Page 4 of 4 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT ParcelNo.: 1523049108 Permit Number: D13-203 Address: 4242 S 144 ST TUKW Status: APPROVED Suite No: Applied Date: 06/10/2013 Applicant: FOSTER HIGH SCHOOL - PORTABLES Issue Date: Receipt No.: R13-02319 Initials: WER User ID: 1655 Payment Amount: $15,563.98 Payment Date: 08/08/2013 09:59 AM Balance: $0.00 Payee: PACIFIC MOBILE STRUCTURES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 101055 15,563.98 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT/INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 90830402.5000.5304.XXXXX 90510403.5000.5301.XXXXX 000.322.100 000.342.400 000.342.400 000.345.830 640.237.114 Total: $15, 563.98 4,825.60 5,813.92 2,996.46 250.00 23.50 825.00 825.00 4.50 ,Inr• Q =train} _fIR Printed: 08-08-2013 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov RECEIPT Parcel No.: 1523049108 Permit Number: D13-203 Address: 4242 S 144 ST TUKW Status: PENDING Suite No: Applied Date: 06/10/2013 Applicant: FOSTER HIGH SCHOOL - PORTABLES Issue Date: Receipt No.: R13-02044 Payment Amount: $3,136.64 Initials: LAW Payment Date: 07/02/2013 03:15 PM User ID: 1632 Balance: $13,640.48 Payee: TUKWILA SCHOOL DISTRICT NO 406 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 85136 3,136.64 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 3,136.64 Total: $3,136.64 Drint d•m_m_7rn Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION C� 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 Permit Inspection Request Line (206) 431-2451 D l 3 -2' Pr ect: - -v Sof F` G t4 Typefaf\,In ect}'on: . "' 1 NI A-\ �, `j • p ' 46 Address: 2�t rl.� ( ` . 5 Da;e-Called- that Special Instructions: J, J! (e s Date W$nted: 3 " `3 p.m. Requester: Phone v .--7 22, /,s -s--.4( Approved per applicable codes. Corrections required prior to approval. 5 COMMENTS: .tolWt`i wMP'elr Spector: Dattl 3 (3 FilitNSPECTION F& R QUIRED Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 \?" D13 -2c8 2 3 Proje /% Cin -147017, 6 Type a,//— of C h�/,4, Addres :., ZiIL . /5G/ —Date Called: �".. Special Instructions: • Date Want ed /3 /(J (% 2 a,m p Requester: Phone No: 2.06 -793 76 c( Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: MA---f- Inspector: Date: a-2._5 REINSPECTION FEE RUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION -NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 1D13-2,0"7-> Project: j—CYC'- Q. k t Cat -t SC'I- yLO Type of Inspection: it\1C,- FRAYEN1+J C_ Address: Date Called: Special Instructions: f ' • 7_._•� Date,�W�yanted: `—l3 -I2 a.m. Requester: Phone No: — Approved per applicable codes. Corrections required prior to approval. 1 COMMENTS: /) f4 -ate i%" 4� /�/--•C!%� ��� "2_4/- 4-1 n REIN ION FEE R€QUIRED. Prior -to next inspectionAee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule:rejospection. INSPECTION NO. 11 Pro. t: nn t� /� INSPECTION RECORD , ` Retain a copy with permit i 3 _203 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 LJApproved per applicable codes. • DCorrections required prior to approval. 2 COMMENTS: r A �vh / eee(t .50 c, -/1-j r f 7L- 2) 4/64,- Inspector: /64c,- Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. STf `` 1 to k • Type I.flaspection: thwit � jiW i'1 41%- ��.r-s Ad � ress: 1.9 Z S I LI LI Date _called: ►� t N Special Instructions: Dasa 2 2-2— 3 (3 }.ate p�.m. Requester: Phone No: ,,,.,0G.753-78as LJApproved per applicable codes. • DCorrections required prior to approval. 2 COMMENTS: r A �vh / eee(t .50 c, -/1-j r f 7L- 2) 4/64,- Inspector: /64c,- Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 P;gject: 1-4%-fr r /4, 1.0 .V4.6/eS Type of Inspection: r4) /frid., Address: y ya s /.YY Se- Date Called: o S', 43 Special Instructions: Date Wanted: -1"urS, ogJ03//3 a.m. Requester.' f jrnh Phone No: 06o -726)-I s Approved per applicable codes. D Corrections required prior to approval. COMMENTS: c --cies .fs Fico ed pd Inspector: Ds Date: Rif n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ;,;INSPECTION RECORD :Retain a copy with permit INSPECTION CITY OF-TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Dl3-2-03 PERMIT NO. Project: : Type of Inspection: :-,Cor .: =t �r�' . vtetx) 4" v • . r e.. Ol'k Address: 14 2.112. . 5 - I s f- Date Called: �� { �3 Special, Instructions:' = Date Wanted:. 12-4 013 �,� /a 41. Requester: ' Cry s Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: F 1 Lt._5Ee -Car (S vn ;r1 NA( c \'2l 2.5'A hoS e 5 :-,Cor .: =t �r�' . vtetx) 4" v • . r e.. Ol'k ()fovea(. viel, d J, rZ S •(o c c n of . Nee FOL Sforz Cts !7e e_ u ; Inspector: Date: 3, jz c f' n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid,at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proje a - . - - .. C pri, i -f\ - -Potbw Type of Inspection: 4-- i (P Ad ress: -,..1-,, o . 1 Li 1. -Pi Date Called: ,s, / 22) i _.... i Special{Instructions:. , k, s eek --Li.pS. was 04 -S r 1-e -(o -h o -(-II e. Date Wanted5 7244/ a • m (1 Requestc r Pho�ne No:U ? _' D. ^� t• 5 73 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ' - ill ..D'' ... (.411 ter (OtA4ri( tail- l f,:ie 11r7.,.j' eitec ' t f /! O( rd S t cet `, t r'u,S L lock. �.. �.-f S �U fit. �.S //G �j�7 �} Ar t , yn,�_e_9Q.-getZ 1 '( (c' S ce in'f-, Pre3.cv ..'.e s -f : OU zoo "p S, r 2 Pours S /iO 4de0( vio leak . Ot'. +o ,p1,71(-511 k -f it i i k^y- s eek --Li.pS. was 04 -S r 1-e -(o -h o -(-II e. ex,sf l'4 0" vyia in co 7.1- • a. r/co ' f.: S- 'a iv e - CanrcAmed no r.ec,k5 OK .•C-R' . 1102 4- Qp to -f--srG (In c - r Inspector: Date: ► 2-- f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be 1-1 paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. L INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit. inspection Request Line (206) 431-2451 Pr�j(eccctt: 1 I. tt fYn/1a �Q� Type of spectiiot.n: P\`� w11��J Address:( 'Q4) e 1j %")!r .5- I Date Called. 13 17//3 Special' Instructions: ( �/��Q 1 `"""' - .1• I 1 & ' t Date Wanted:. j. a m tt r: Reque t�I ,, j� �• t/ "e(0 a ✓ -2;?-i' P7,01.eaji Corrections required prior to approval. COMMENTS: -; Potr$-k 0f - to .1 os..{ -.3( • -- .kj.;sp rsf ,i 4relc-PI s,( daw,i5pai.+-- AT;t f/5 i �t-e►.(tt-eJ 4-i, cil y 3f-GL/'id A . lie-- I.0 60,-14- c- 1 f • F IV o0..e,, Inspector: 95 Date: 0,ft /f3 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)3 2103 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection ddress:. ` SO, jqt 1 S+6 Date Called. / It Special instructions: Date Wanted. ' aim. ues Req L tr: PhoneO`.C„ a55-377 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 7 ES lfr1a-i�1 Inspector:. Date: .Ce 13/11 n REINSPECTION FEE REQUIRED. Priorto next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER ' INSPECTION RECORD Retain a copy with permit p13_ao3 )3- 5- t8 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Pro'e Sprinklers: / pof Inspection: Type 574- -r-,,,,,,,i_i__ Address: c._f a Lf.)- $ Suite #: / �� � lam---- Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: - Ifs , q I --C) c --(L C i )&.) ell/ / N .o eie 0, £ ,r (',Scarf 62(4,4- '1,.i 1<ttiO �. \,),3I r'► -,c_ 0 A c %) " P2�4✓k1tr .5(.4. h 56D c.J L ;.,..r o {C_ 4 -ML j- 6)14-, F-7(:-:( c‘ rt.Ja-L O kr-- . , C.P}1 r r ell \' I 0 ill) Okt Ce, I,J Al ri-PIA. QA /14t6x.,..4_ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:, ,,5- Date: 7_ i_ /_.? Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INMPECTION RECORD Retain a copy with permit j3— s-'9 X - D/3 - .-03 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project:,.Type �-05 r N, S. of Inspection: 5 P r{zr 0f o /Cov`--er. Address: al (tas i Litt k" Suite #: '7 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. FtCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 e.. ItotA,/./6):A c, a i tto Cr ,,;,. sP'.tpk c.9r Fee • Po 6,4ild.o.rt54 �`i"15-054'`d -a t O s'3o o ���? IS`' /ID oK to 0510._u --- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: fi^r.\ 5-2. Date: g/,/_il/ 3 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: k• City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 4 ;.3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 7)/ 3 -(-O )3- C.- l g PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Ando "i Park East, Tukwila, Wa. 98188 206-575-4407 Project: 5� o II c Ty e of Inspection: ddress: Lio,— Suite #: s % ' f t/4- Contact Person: Special Instructions: . Phone No.: Approved per applicable codes. VCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: - Hood & Duct: Monitor: Pre -Fire: Permits: . Nelyt- 4 pri° uo4 e."'y; le 42 . 01- - S Sr9r✓.41t, uA , to-cr-tt- i Needs Shift Inspection: Sprinklers: Fire Alarm: - Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 1 Inspector' Date: &./c/?0 Hrs.: r-5) $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. rt, Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 Associated Earth Sciences, Inco Serving the Pacific Northwest Since 1981 July 15, 2013 Revised July 30, 2013 Project No. KE130363A Pacific Mobile Structures, Inc. 13806 45''' Avenue NE Marysville, Washington 98271 Attention: Mr. Tom Coyle, Construction Manager Subject: Limited Geotechnical Engineering Study Portable Classroom Placements Foster High School 4242 South 144th Street Tukwila, Washington Dear Mr. Coyle: �E COP ��,..�� Aa� Y REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION As requested, Associated Earth Sciences, Inc. (AESI) has completed a site reconnaissance and limited subsurface exploration review for the planned portable building placements at Foster High School. This letter -report has been completed in accordance with local standards of practice in the field of geotechnical engineering for specific application to this project by Pacific Mobile Structures, Inc. for the Tukwila School District (District) and their agents. No other warranty, express or implied, is made. We were authorized to proceed based on our proposal dated July 3, 2013 and signed July 9, 2013. CORRECTION SITE AND PROJECT DESCRIPTION The project project is located at the existing Foster High School campus located at 54242 South 144th Street in Tukwila, Washington, as shown on Figure 1 attached to this letter -report. The proposed project will include placement of two new portable classroom buildings at the subject site approximately 20 feet east of the existing portable classrooms that will remain. We understand that the portable buildings will be self-contained, and each will consist of a wood -frame building supported on a 6 -inch pad of compacted crushed rock. A crawl -space floor design is expected, without a slab -on -grade floor. The buildings will be placed close to existing grade, with minimal excavation or fill placement required to reach building pad elevations. The currently planned building area is located at the west end of the existing grass -covered soccer field. Topography in this area is generally flat. RECEIVED CITY OF TUKWILA Kirkland e Everett • Tacoma \441"61...4010 25-827-7701 425-259-0522 253-722-2992 www.aesgeo.com JUL 3 1 2013 PERMIT CENTER Foster High School Tukwila, Washington Limited Geotechnical Engineering Study Subsurface Exploration and Conditions Subsurface conditions' at the site were observed in three shallow hand excavations completed on July 10, 2013 in the vicinity of currently -proposed portable placements on the existing field. The interpretive logs of the subsurface conditions encountered at each exploration location are attached to this letter -report. Descriptions contained in the exploration logs are based on visual classification of the soils encountered, difficulty of hand excavation, probing the soil with a 1/2 -inch -diameter steel probe rod, and previous experience with similar soils. The approximate exploration locations are shown relative to existing site features on Figure 1. Hand excavations completed for this study encountered a superficial layer of grass, roots, and fill, consisting of loose fine sand with gravel, silt, and occasional cobbles. At a depth of about 1 footbelow existing grades, all three explorations encountered medium dense, yellowish -brown, fine sand and gravel with few silt, interpreted to likely be either well compacted structural fill or weathered Vashon till. We were unable to determine with certainty if this material was native or very well compacted fill because we encountered refusal with hand excavation equipment at a depth of roughly 18 inches in each boring. Based on site and adjacent topography, several feet of fill appears to have been placed on at least the north side of the field. The fill likely transitions to a cut along the south edge of the field. Our review of a published geologic map of the area (Geologic Map of King County, Washington by Derek Booth, et al., 2006), indicates that the site is underlain by Vashon till. We did not identify any site-specific geologic hazards that would impact siting of the new portable classrooms, in our opinion. Ground water seepage was not encountered in the shallow explorations. However, it should be noted that the occurrence and level of ground water seepage at the site may vary in response to such factors as changes in season, precipitation, and site use. CONCLUSIONS AND MOMMENDATIONS The area of the proposed portable buildings is likely underlain by structural fill placed for construction of the soccer field overlying Vashon till sediments at depth. Shallow foundations are feasible, in our opinion. Site Preparation The portable building pads were not prepared at the time this letter -report was written. The pads will need to be prepared by removing organics, or any soft material, and then will likely be excavated to the desired bearing elevation. If new fill is needed to raise site grades in the July 15, 2013, revised July 30, 2013 ASSOCIATED EARTH SCIENCES, INC. SGB/pc - KE130363A2 - Projects120130363IKEIWP Page 2 Foster High School Tukwila, Washington Limited Geotechnical Engineering Study portable footprints, the new fill should be placed and compacted as structural fill to a firm, non -yielding condition prior to the placement of the new foundations. Shallow Foundations The foundation bearing pad subgrades should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by American Society for Testing and Materials (ASTM):D-1557 prior to placement of foundation pads or blocks. A layer of compacted crushed rock will be placed over the prepared soil subgrade. An allowable foundation soil bearing pressure of 2,000 pounds per square foot (psf) is recommended for design of foundations supported on the compacted crushed rock. This value may be increased by one-third to accommodate transient wind or seismic loads. Foundations constructed above existing medium dense or denser compacted fill or re -compacted native soils are expected to settle up to 1 inch, with differential settlement of approximately one-half of the total settlement. Loose soils that are left in place below foundations have the potential to cause increased settlement. We recommend that foundation subgrades be observed by AESI to verify that the foundation subgrade soils are placed and compacted as recommended, and are suitable to support the planned foundation loads. Structural design of the buildings should follow 2012 International Building Code (IBC) standards using Site Class "D" as defined in Table 20.3-1 of American Society of Civil Engineers (ASCE) 7 - Minimum Design Loads for Buildings and Other Structures. Minute Man AnchorTM Design Criteria The soils within the proposed portable footprints would fall at the lower blow count range of "Soil Class 3 - medium dense sands (test probe value in the 350 range)" on page 11 of the Minute Man AnchorTM Installation guidelines, dated March 14, 2007. This document was provided to us by the Dykeman Architects for use on this project. Floor Support We understand that the floor will be a wood -frame structure above a crawl space. We recommend that the soil surfaces in the crawl space be covered with an impervious moisture barrier at least 10 mils thick. July 15, 2013, revised July 30, 2013 ASSOCIATED EARTH SCIENCES, INC. SGB/pc - KE130363A2 - Projecrs120130363IKEIWP Page 3 Foster High School Tukwila, Washin8ton Limited Geotechnical Engineering Study CLOSURE We appreciate the opportunity to be of service. If you have any questions, please do not hesitate to call. Sincerely, ASSOCIATED EARTH SCIENCES, INC. Kirkland, Washington Susan G. Beckham, P.E. Senior Project Engineer Attachments: Figure 1: Site and Exploration Plan Exploration Logs HB -1 through HB -3 Kurt D. Merriman, P.E. Senior Principal Engineer July 15, 2013, revised July 30, 2013 SGB/pc - KE130363A2 - Projects1201303631KElWP ASSOCIATED EARTH SCIENCES, INC. Page 4 130363 Foster HS Portables % 130363 Site and Explr.cdr NEW 11.0 HIGH BLACK CHAIN LNX FENCE PROVIDE CURB PROTECTION OF EXISTING CURB AT TEMPORARY CGNSRTUCTION ENTRANCE \- NEW INFILTRATION SEE CIVIL bi APPROXIMATE LOCATION OF COSTING FRIER OPTC- 20'-O CONTRACTOR TO VERIFY MCI LOCATION EOM* PORTABLE 28YSP 1,782 SF EXISTING FIRE HYDRANT REFERENCE: DYKEMAN EXISTING PORTABLE 2Sffi4. 1,782 SF EXISTING HAND HOLD NEW FIRE SPRI li VAULT, SIZE TO DETERMINED 11 FIRE SPRINKLER SUBCONTRACTOR, /i REPAIR MID REPLACE DISTURBED SODAT TRENCH LOCATION NEW SIDEWALK MATCH DEPTH AND SCORING PATTERN OF EXISTING NEW WELCOME RAMP AND LANDING SYSTEM RELOCATE EXISTING 10'-0' NON BLACK CNWNLNNX FENCE RELOCATE EXISTING SOCCER ORAL PORTABLE FINISH FLOOR TO BE SC MAXBLUM ABOVE FINISHED GRADE ( APPROXIMATE LOCATION OF HAND BORING TYP NA 0 20 40 FEET Associated Earth Sciences, Inc. LAO SITE AND EXPLORATION PLAN FOSTER HIGH SCHOOL PORTABLES TUKWILA, WASHINGTON FIGURE 1 DATE 7/13 PROJ. NO. KE130363A Coarse -Grained Soils - More than 50%t1l Retained on No. 200 Sieve Gravels - More than 50%iilof Coarse Fraction! Retained on No. 4 Sieve .o "o e o • o• 0 0 GW Well -graded gravel and gravel with sand, little to no fines Terms Describing Relative Density and Consistency Density SPTt2lblows/foot Very Loose 0 to 4 Coarse- Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols Dense 30 to 50 Y Very Dense >50 G = Grain Size Consistency SPT(2)blows/foot M = AtterbergurLimit Content A = Limits N w 0000000 00000000 0000000 00000000 0000000 GP Poorly -graded gravel and gravel with sand, little to no fines — � o 0. c o C • 0 0 ., ; • 0 .• GM Silty gravel and silty gravel with sand Very Soft 0 to 2 C = Chemical Fine- Grained Soils Soft 2 to 4 DD = Dry Density Medium Stiff 4 to 8 K = Permeability Stiff 8 to 15 Very Stiff 15 to 30 Hard >30 � Ai JrA I:�I GC Clayey gravel and clayey gravel with sand Component Definitions Descriptive Term Size Range and Sieve Number Sands - 50%11)or More of Coarse Fraction Passes No. 4 Sieve Y >n c' sw Well -graded sand and sand with gravel, little to no fines Boulders Larger than 12" Cobbles 3" to 1T Gravel 3" to No. 4 (4.75 mm) Coarse Gravel 3" to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No 200 (0.075 mm) ":..: `. • • SP Poorly -graded sand and sand with gravel, little to no fines a N d ' ' SM Silty sand and silty sand with gravel aLe/ SC Clayey sand and clayey sand with gravel (3) Estimated Percentage Moisture Content Per -Absence of ure, entage by Drydusty, Component dry to the toucht Weight Fine -Grained Soils - 50% tlior More Passes No. 200 Sieve Silts and Clays Uquld Umit Less than 50 ML Silt, sandy silt, gravelly silt, silt with sand or gravel Trace <5 Slightly Moist - Perceptible Few 510 10 moisture tittle 15 to 25 Moist - Damp but no visible With - Non -primary coarse water constituents: > 15% Very Moist - Water visible but - Fines content between not free draining a15% 5 �a and Wet -Visible free water, usually from below water table j CL Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay — —= OL Organic clay or silt of low plasticity Symbols Blows/6°•or Sampler portion of 6" Type 2 0" OD Sampler Type p ' Cement rout surface seal Silts and Clays Liquid Umit 50 or More i MH Elastic silt, clayey silt, silt with micaceous or diatomaceous fine sand or Silt silt Split Spoon % ; Description r4 Bentonite Sampler (SPT) Bulk sample P Grab Sample 3.0° ODSplit-Spoon Sam ler p 3.25° OD Split spoon Ring Sampler (4) vi I 3.0" OD Thin -Wall Tube Sampler W (including Shelby tube) N Filler pack with blank casing = section Screened casing : or Hydrotip • with filter pack End cap CH of high plasticity, Clay g p �' sandy or gravelly clay, fat clay with sand or gravel /�� ; �,�l /,, ii��i ; ,/�,5; 011 Organic clay or silt of medium to high plasticityg 0 Portion not recovered (1) Percentage bydryweight t^► 9 Depth of ground water 12) (SP1) Standard Penetration Test ATD = At time of drilling (ASTM D-1586)Static water level date (3) In General Accordance with (date) Standard Practice for Description (sl Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 15% t w En 23,13 = o .�. PT Peat, muck and other highly organic soils d Classifications of soils In his report are based on visual field and/or laboratory observations, which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory dasstficatlon methods of ASTM 0-2487 and 0-2488 were used as an identification guide for the Unified Soil Classification System. Associated Earth Sciences, Inc. Pte:: sem. EXPLORATION LOG KEY FIGURE Al Coarse -Grained Soils - More than 50%(1) Retained on No. 200 Sieve Gravels - More than 50%t1iof Coarse Fraction Retained on No. 4 Sieve N LL00 w o c 3. 3.' c GW Well -graded gravel and gravel with sand, little to no fines Terms Describing Relative Density and Consistency Density SPT(2)blows/foot Coarse Very Loose 0 to 4 Grained Sops Loose 4 to 10 Medium Dense 10 to 30 Test Symbols Dense 30 to 50 y Very Dense >50 G = Grain Size a Consistency SPT tbiows/foot M = Moisture Conten) A = Atterberg Limits )0000 000C 00000000 100000000 00000000 )00000005 GP Poorly graded gravel and gravel with sand, little to no fines "' nn o ., 4," . t' GM Silty gravel and silty gravel with sand Fine- Soft Soft 2to4 D = CDry DeGrained Soils Soft 2 to 4 DD =Dry Density Medium Stiff 4 to8 K =Permeability Stiff 8 to 15 Very Stiff 15 to 30 Hard >30 if I f o'f'f , F GC Clayey gravel and clayey gravel with sand Component Definitions Descriptive Term Size Range and Sieve Number Sands - 50% t1or More of Coarse Fraction Passes No. 4 Sieve Y H d : • ::: ':::'°.•:, sw Well -graded sand and sand with gravel, little to no fines Boulders Larger than 12° Cobbles 31 to 12' Gravel 3" to No. 4 (4.75 mm) Coarse Gravel 3° to 3/4" Fine Gravel 3/4" to No. 4 (4.75 mm) Sand No. 4 (4.75 mm) to No 200 (0.075 mm) Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand No. 40 (0.425 mm) to No. 200 (0.075 mm) Silt and Clay Smaller than No 200 (0.075 mm) vu - -.. SP Poorly -graded sand and sand with gravel, little to no fines gl:.SM 1, .Er' °.: Silty sand and silty sand with gravel ntl �� / / SC Clayey sand and clayey sand with gravel (3) Estimated Percentage Moisture Content Percentage by Dry - Absence of moisture, Component Weight dusty, dry to the touch Fine -Grained Soils - 50%t1ior More Passes No. 200 Sieve Silts and Clays Liquid Limit Less than 50 ML Silt, sandy silt, gravelly silt, silt with sand or gravel Trace <5 Slightly Moist - Perceptible Few 510 10. moisture Little 15 10 25 Moist - Damp but no visible With - Non -primary coarse water constituents: > 15% Very Moist - Water visible but - Fines content between not free draining 15% Wet -Visible free water, usually from below water table p CL Clay of low to medium plasticity; silty, sandy, or gravelly clay, lean clay5%and = __ — — OL Organic clay or silt of low plasticity Symbols Blows/6° or Sampler portion of 6" Type 2.0' OD / Sampler Type q ' Cement grout surface sal Silts and Clays Liquid Limit 50 or More MH Elastic silt, clayey silt, silt with micaceous or diatomaceous fine sand or Silt Split -Spoon % Description 0, t4) ' Bentonite Sampler (SPn Bulk sample Grab Sample A 11 3.0° OD Split -Spoon Sampler _� 1 3.25" OD Split -Spoon Ring Sampler (4) vi ( 3.0" OD Thin -Wall Tube Sampler (including Shelby tube) V in 1. seal Filter pack with blank casing section Screened casing oorrtHyd otlp End cap 4 CH Clay of high plasticity, 9 P tY. sandy or gravelly clay, fat clay with sand or gravel /* ! �', f /?i ���./ /) OH Organic clay or silt of medium to high plasticity Q Portion not recovered (t) Percentage by dry weight (4) Depth of ground water �) (SP1) Standard Penetration Test ATD = At time of drilling (ASTM D-1586) Static water leveldate (3) In General Accordance with level() Standard Practice for Description (5) Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 15% >, c H rn 2) = 0 - PT Peat, muck and other highly organic soils s Classifications of soils in his report are based on visual field and/or aboratory observations, which Include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM 0-2487 and 0-2488 were used as an identification guide for the Unified Soil Classification System. Associated Earth Sciences, Inc. EXPLORATION LOG KEY FIGURE Al AESIBOR 130363 I-IBS.GPJ July 18, 2013 Associated Earth Sciences, Inc. Exploration Log Project Number KE130363A Exploration Number HB -1 Sheet 1 of 1 Fir i Project Name Foster High School Portables Ground Surface Elevation (ft) Location Tukwila. WA Datum N/A Driller/Equipment Hand Boring Date Start/Finish 7/11 /13.7/11/13 Hammer Weight/Drop N / A Hole Diameter (in) Depth (ft) 0 07Tri S Eo T `73 Graphic Symbol DESCRIPTION Well Completion Water Level f Ip m Blows/Foot to 20 30 40 Other Tests — 5 o I, ,, , • 0 ,, Grass Fill Loose, dry, brown, fine SAND, trace silt, with gravel and roots (SP). Medium dense, dry, brown, fine SAND, little to few silt, with gravel and cobbles (SP -SM). Medium dense to dense, slightly moist, brown, fine SAND, few silt, with -\cobbles (SP -SM). Bottom of exploration boring at 1.5 feet Refusal with hand tools at 18 inches No ground water encountered Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) 11 3" OD Split Spoon Sampler (D & M) u Grab Sample I No Recovery M - Moisture Logged by: SGB 1 Ring Sample Q Water Level () Approved by: 0 Shelby Tube Sample I. Water Level at time of drilling (ATD) AESIBOR 130363 HBS.GPJ July 18, 2013 Associated Earth Sciences, Inc Exploration Log Project Number KE130363A Exploration Number HB -2 Sheet 1 of 1 A .: ='`' E I �,� tr! Project Name Foster High School Portables Ground Surface Elevation (ft) Location Tukwila, WA Datum N/A Driller/Equipment Hand Boring Date Start/Finish 7/11/1'1,7/11/1 2 Hammer Weight/Drop N / A Hole Diameter (in) Depth (ft) m o S E � T `� Graphic Symbol DESCRIPTION Well Completion F Water Level1 3 o to Blows/Foot 10 20 30 40 Other Tests — 5 s",• ,` Grass Fill Loose, dry, brown, fine SAND, few silt, few gravel, abundant roots (SP -SM). Medium dense, dry, brown, fine SAND, few silt, few gravel, trace roots (SP -SM). Fill? Medium dense to dense, slightly moist, yellowish brown, fine SAND, little silt, with gravel (SM). Bottom of exploration boring at 1.5 feet Refusal with hand tools at 18 inches No ground water encountered. Sampler Type (ST): 11 2" OD Split Spoon Sampler (SPT) 11 3" OD Split Spoon Sampler (D & M) u Grab Sample 0 No Recovery M - Moisture Logged by: SGB 1 Ring Sample SZ Water Level () Approved by: 12 Shelby Tube Sample I Water Level at time of drilling (ATD) N a vi m x 2 0 m LU Associated Earth Sciences, Inc Exploration Log KE130363A Project Number Exploration Number HB -3 Sheet 1 of 1 '''',0.-- . °al Era L. Project Name Foster High School Portables Ground Surface Elevation (ft) Location Tukwila. WA Datum N/A Driller/Equipment Hand Boring Date Start/Finish 7/1111.7/11/18 Hammer Weight/Drop N / A Hole Diameter (in) Depth (ft) —I u) Samples Graphic Symbol DESCRIPTION c 0 m a E 0 0 Water Level Blows/6" Blows/Foot 10 20 30 40 Other Tests — 5 07 • Grass Fill Medium dense, slightly moist, brown, fine SAND, few silt, with gravel and roots (SP -SM). Fill? Medium dense to dense, slightly moist, brown, fine SAND, little silt, little to \with gravel (SM). r Bottom of exploration boring at 1 3 feet No ground water encountered ' Sampler Type (ST): 11 2" OD Split Spoon Sampler (SPT) 11 3" OD Split Spoon Sampler (D & M) V Grab Sample II No Recovery M - Moisture Logged by: SGB 1 Ring Sample V. Water Level 0 Approved by: rdi Shelby Tube Sample 1 Water Level at time of drilling (ATD) 201301.07 -SW CR Fdn-Calcs-1500-85B-25-1.5,s PRE -FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS IBC 2009 Client: Pacific Mobile Occupant: Foster HS Bldg Type: 25,40,85C,D,1.5,1500 Date: 31 -Jul -13 Location Tukwill SD Fdn.Type: SW1 w/ Alternatives Project #: 201301 Task # 07.2 State(s): ID, OR, WA Table of Contents MULTI -UNIT MODULAR BUILDINGS SIZE: PAGES: 28x64 (2) 14X64 CLASSROOM UNITS 1-4 .'t,P copy RENEWS: 09/27/2013 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 052013 City of Tukwila BUILDING DIVISION CORRECTION b\32O3 1 of 4 RECEIVED CITY OF TUKWILA JUL 3 1 2013 PERMIT CENTER PRINTED -7/31 /2013 201301.07 -SW CR Fdn-Calcs-1500-85B-25-1.5,s PRE -FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS Client: Date: Project #: Pacific Mobile 31 -Jul -13 201301 Occupant: Foster HS Location Tukwill SD Task # 07.2 IBC 2009 Building: 28x64 -Classroom Fdn.Type: SW1 w/ Alternatives State(s): WA I. DESIGN CRITERIA: Dead Load: Roof, RDL = Floor, FDL = Wall, WDL = Roof Live Load: Snow Load, RLL = Load Duration Factor, Cd = Floor Load: Uniform Floor Load, FLLu = Classroom Concentrated Live Load, p = Partition,,PDL. 4 " ' s?" As embn4ly/Corridor,'FLLac = Storage/File Room, FLLs = Wind Load: Basic Wind Speed, V = Building Classification: Category Wind Importance Factor, Iw = "a" Edge Pressure Distance = Roof Slope = 2 :12 = Edge Wind Pressure, Wep = Interior Wind Pressure, Wip = Average Wind Pressure, Wp = Exposure Category = C Exposure Factor, A = Wind Topographic Factor, Kzt PNW Design Wind Pressure Pw = Wp*A*Iw*Kz = Seismic: Tukwill SD Total Weight, Wtot = Snow Load % Used in Seismic Design = Seismic Category = Mapped Spectral Accelerations, short periods, Ss = Site Coefficient, Fa = Max. Spectral Response, SMS = Fa*Ss = Design Spectral Response, Sos = 2/3*SMs = Response Modification Coefficient, R = Redundancy Factor, ps = Dimensions: 9 psf 9 psf 8 psf 25 psf 1.15 % 40 psf 1000 lbs. 0 psf 100 psf 125 psf 85 mph I I 1.00 3.33 ft 9.46 Degrees 12.9 psf 8.6 psf 9.64 psf 1.21 1.00 11.7 psf 21.52 psf 0% D 1.50 1.00 1.50 1.00 6.50 1.00 Lateral Load Factor, F = (1, Single Story; 1.1, 2 -story; 1.2, 3 -story) Total Shear, pst = F*Sos*Wtot/R = Unit Length, L = Module Width, MW = Width, W = # Units = Wall Height, Wht = Roof Height, Rht = 0 :12 Slope Floor Height above NG, Fht = I 29 inches Building Ht Coeff, Htc = Rht+Wht+Fht-15 Clear Distance between supports, L2a = 2 3.31 ASCE 7-05 Table 4-1 ASCE 7-05 Table 4-1 ASCE 7-05 Section 4.2.2 ASCE 7-05 Table 4-1 ASCE 7-05 Table 4-1 ASCE 7-05, Figure 6-1 ASCE 7-05, Table 1-1 ASCE 7-05, Table 6-1 ASCE 7-05, Figure 6.2 ASCE 7-05, Figure 6.2 ASCE 7-05, Figure 6.2 ASCE 7-05, Figure 6.2 ASCE 7-05, Section 6.5.6.1 ASCE 7-05, Section 6.5 ASCE 7-05 Equation 6-1 ASCE 7-05 Section 20.3 ASCE 7-05, Figure 22-1 ASCE 7-05 Table 11.4-1 ASCE 7-05 Equation 11.4-1 ASCE 7-05 Equation 11.4-3 ASCE 7-05 Table 12.14-1 ASCE 7-05, 12.3.4.1/2 1 (ASCE 7-05, 12.14.8.1 psf ASCE 7-05 EQ 12.14-11 64 13.83 ft. ft. 27.66 ft. ft. 0.00 ft. 2.42 ft 1.00 82.98 inches 8.33 2 of 4 PRINTED -7/31/2013 201301.07 -SW CR Fdn-Calcs-1500-85B-25-1.5,s PRE -FABRICATED MODULAR BUILDING - FOUNDATION CALCULATIONS IBC 2009 Client: Pacific Mobile Occupant: Foster HS Building: 28x64 -Classroom Date: 31 -Jul -13 Location Tukwill SD Fdn.Type: SW1 w/ Alternatives Pro)ect #: 201301 Task # 07.2 State(s): WA II. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads - Precast Concrete Bearing Pads OR P.T. Wood Pads Width, wbp =. 16 inches 11.25 Length, Ibp = 16 inches 24.00 IBC -T.18.4.2 Minimum Bearing Area, BA = Allowable Soil Bearing Pressure, [Class 4] Q = Allowable Load, Pbp = (BA)/144*Q = 256 Sq. Inches 270 1500 psf. By Others 2667 pounds 2813 # Anchors - Single or Double Helix Auger' Type OR Cross -Drive W/StabilX' Plate (Minuteman) Allowable Anchor Capacity, Anchc = 2962 lbs. MM W.States Engrg Sheathing Attachment, End Walls - 8d Nails Sheathing to Rim Joist, Spacing 6 in. o.c 180 plf Sheathing Attachment, Side Walls - 8d Nails Sheathing to Rim Joist, Spacing 6 in. o.c 180 plf B. Exterior Pads - Classroom (Floor and Roof Loads, Around Perimeter) ufll = Exterior Uniform Floor Load, (FLLu+FDL+PDL)L2a/24+(RLL+RDL)*MW/2+Wht 432 lb/ft. *WDL = Max. Pad Spacing, Mps = Pfla/ufll = 6.2 ft. 6.5 ft. Use: (10) 16 -inch x 16 -inch pad @ 6.18 -ft o.c. supporting exterior frames. C. Interior Pads -Classroom (Floor Loads Only) Interior Uniform Floor Load, ifll = (FLL+FDL)*MW/2 = 335 Ib/ft. Max. Pad Spacing, Mps = PFla/ifll = 8.0 ft. 8.4 ft. Use: (8) 16 -inch x 16 -inch pad @ 7.95 -ft o.c. supporting interior frames. D. Column Pads (Roof Loads Only) Mateline Roof Beams Uniform Roof Load, mbrl = (RLL+RDL)*MW = 463 Ib/ft. Effective Mateline Beam Span, Mps = Pfla/mbrl = 5.8 ft. 6.1 ft. Use: (1) 16 -inch x 16 -inch pads for eve 5.75 -ft effective Mateline Beam Span. Use: Exterior Column Support 16 ft 3 Pads Use: Interior Column Support 32 ft 5 Pads .'r 3 of 4 PRINTED -7/31/2013 201301.07 -SW CR Fdn-Calcs-1500-85B-25-1.5,s PRE -FABRICATED MODULAR Client: Date: Project #: Pacific Mobile 31 -Jul -13 201301 BUILDING - FOUNDATION CALCULATIONS Occupant: Foster HS Location Tukwill SD Task # 07.2 IBC 2009 Building: 28x64 -Classroom Fdn.Type: SW1 w/ Alternatives State(s): WA E. Lateral Design 1. Longitudinal Walls Loaded (Front & Back, Long Module Walls Loaded, End Shearwalls) Uplift and Sliding Coefficient = Short-term Coeifficient Unit Wind Load, UWL = (Wht+Rht+Fht/2)*Pw*L= Unit Seismic Load,USL = W*pst = Effective Soil Anchor Resistance, ESAR @ Asa° = Building Weight = Building Weight Factor = Foundation Friction Factor = Gravity Resistance, GR = Building WT * Friction Factor = OTM = Lateral Load*wht/2 RM = Building Wt*W/2 Factor of Safety = RM/OTM Use: (4) Anchors, Min., Sheathing nailed w/ 8d @6 in o.c. 2. Lateral Walls (End, Short Walls) Unit Wind Load, UWL = (Wht+RhtFht/2)*Pw = Unit Seismic Lateral Load, USLL = L*pst = Angle of End Anchor Strap, Asea, Radians Effect. End Soil Anchor Resist.., ELSAR @ Asa° = Building Weight Factor = Gravity Resistance, GR = Building WT * Friction Factor = OTM = Lateral Load*wht/2 RM = Building Wt*W/2 Factor of Safety = RM/OTM Use: (2) Anchors, Min., Sheathing nailed w/ 8d @6 in o.c. 1 1 7118 Ibs Governs 5863 lbs 2962 lbs. 41547 lbs 0.00 0.30 0 lbs. 29645 Ft -lbs 574595 Ft -lbs 19 - No Uplift Anchors Required 3076 lbs. 5863 Ibs. Governs 0.00 0 degrees 2962 lbs. 0.00 0 lbs. 24420 Ft -lbs 1329504 Ft -lbs 54 - No Uplift Anchors Required 4 of 4 PRINTED -7/31/2013 MINUTE MAN ANCHORS, INC. 303 WEST KING STREET EAST FILATROCK, NC 28726 P0: (800) 438-7277 ENGINEERED TIE DOWN SYSTEM DESIGN LOADS: DESIGN & GENERAL NOTES • WIND 15 PSF (70 MPH EXPOSURE'V) CAC T-25 and COMPLIES WITH 2010 C.B.C. 85 M.P.H. EXP. C 90 MPH Exp • SOIL BEARING 1000 PSF • TIE DOWN STRAP — 3150# WORKING LOAD • SEISMIC ZONE 4 CAC T-25 AND 2010C.B.C. Ss=j&Fa=j SosygiSite Class j2_ TIE DOWN STRAPS TO BE MIN. 1 1/4" WIDE x 0.035 THICKNESS ZINC PLATED AND MEET ASTM 0-395391 • EARTH AUGERS 2962# MIN. (TESTED TO 47508 MIN.) • CROSS DRIVES 2962 # (CALCULATED) • CONCRETE SLAB ANCHORS 1390# (CALCULATED) GENERAL NOTES: 1. THE CHARTS SHOWN HEREIN ARE FOR THE REQUIRED NUMBER OF TIE DOWNS ON THE SIDES OF THE MANUFACTURED HOME. 2. TIE DOWNS ARE REQUIRED AT EACH CHASSIS BEAM, EACH END OF EACH. TRANSPORTABLE SECTION OF THE MANUFACTURED HOME AND CAN BE ANY OF THE TYPES SHOWN HEREIN. 3. COMBINATIONS OF THE DIFFERENT TYPES OF TIE DOWNS CAN BE USED. 4. IN THE EVENT AN EARTH AUGER CANNOT BE INSTALLED DUE TO AN OBSTRUCTION, USE OF CROSS DRIVE ANCHORS IS PERMITTED. PROVIDED (2) CROSS DRIVES ARE INSTALLED FOR EACH EARTH AUGER THAT CANNOT BE INSTALLED. 5. FOR AU. TIE DOWN INSTALLATIONS, THE MFG'D HOME CHASSIS MEMBERS ARE SHOWN AS "1" BEAMS. FOR ILLUSTRATION PURPOSES ONLY. CHASSIS BEAMS CAN ALSO BE "C" SHAPED OR "RFC" SHAPED. 8. END 11E GOWNS CAN BE LOCATED WITHIN 24" OF EITHER SIDE OF CHASSIS BEAM AXIS AS SHOWN. ▪ , tevw. 7. THE SIZES, TYPES, LENGTHS, ECT. OF MATERIAL SHOWN HEREIN ARE MINIMUM. LARGER, LONGER, HEAVIER MATERIALS SUPPUED BY MINUTE -MAN PRODUCTS. MAY BE USED AT THE SAME SPACING 8 LOCATION SHOWN. 8. ALL PARTS ARE STAMPED MMA- WITH THE APPROPRIATE PART NUMBER. 9. THIS TIE DOWN SYSTEM CAN BE USED WITH 10' WIDE MANUFACTURED HOME SECTIONS WITH 100" CHASSIS CENTERS PROVIDED THE HEIGHT FROM GRADE TO THE BOTTOM OF THE CHASSIS•BEAM DOES NOT EXCEED 19". 10. TIE DOWN STRAPS IN THE LONGITUDINAL OR TRANSVERSE DIRECTION CAN BE BOLTED TO THE HITCH ATTACHMENT PLATE THAT IS WELDED TO THE CHASSIS BEAM. 2012 IBC fiAtaeo.aa SE= GE ! gFiSIFILTZLbNi STATE APPROVAL PACIFIC CONSULTING ENGINEERS 2150 BELL AVE. SUITE 145 SACRAMENTO, CALIFORNIA 95838 PH: (918) 564-8028 'mak% /2-31 /3 ENGINEERED TIEDOWN SYSTEM APPROVED SUBJECT TO CORRECTIONS NOTED •Apytoved does not authorize or approve say =Juke or dadatko from requitement' a makable Sate tars rand Dominion! of State DIVISION OF CODES AND STAN Date. SPA NO ': TMs Pb3nn Approval Expires 0, ke INSTALLATION INSTRUCTIONS FIRST CHECK FOR UNDERGROUND UTILITY LOCATION: EZDH EARTH AUGERS 1. SEE DETAIL THIS BOOKLET FOR INSTALLATION INSTRUCTIONS. EARTH AUGERS 1. INSTALL AUGERS INTO SOIL WITH CONSTANT DOWNWARD PRESSURE TO MINIMIZE SOIL DISTURBANCE LEAVING APPROX. 12" OF SHAFT EXPOSED. 2. INSTALL STABILIZER PLATE - DRIVE FLUSH WITH GROUND SURFACE. 3. COMPLETE TURNING AUGER INTO GROUND UNTIL AUGER HEAD IS FLUSH WITH GROUND SURFACE AND TOP OF STABILIZER PLATE. CROSS DRIVE ANCHORS 1. CROSS DRIVES ARE USED WHERE HARD ROCKY SOIL OCCURS. IF THE GROUND SURFACE IS OTHER THAN ROCK OR MINIMUM 2" ASPHALT, INSTALL MMA-SD2 STABILZER PLATE, OR PLACE 12"x12"x12" DEEP CONCRETE. CONCRETE SLAB ANCHORS 1. CONCRETE SLAB TO BE MINIMUM 3 1/2" THICK AND IN GOOD CONDITION. 2. MINIMUM SLAB AREA REQUIRED FOR EACH ANCHOR IS 28 SQ. FEET. 3. DRILL PROPER SIZE HOLE IN SLAB MINIMUM 12" FROM ANY EDGE. ALL APPLICATIONS 1. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 2. INSERT STRAP THROUGH SPLIT NUT, CUT OFF EXCESS STRAP AND TIGHTEN UNTIL SNUG. TIE DOWN LOCATIONS END 11E DOWNS SEE CHART SINGLE WIDE END TIE DOWNS SEE CHART END TIE DOWNS SEE CHART DOUBLE WIDE TRIPLE WIDE EARTH r4UGER -- _- CROSS DRIVE ANCHORS CONCRETE SLAB ANCHORS M !AiGE Gmom TH F 32' 42' 52' 162' 73' "" M GbHOME F 32' 42' 52' 62' 73' M o HD D N 34' 42' 50' 59' 68' MAX. NO.OF SIDE TIE DOWNS 3 4 5 6 7 MAX. NO.OF SIDE TIE DOWNS ' 3 4 5 6 7 . MAX. NO.OF SIDE TIE DOWNS 4 5 6 7 8 NOTE: IF OBSTRUCTIONS PRECLUDE THE PLACEMENT OF THE SIDE TIE DOWNS AT THE 2' LOCATION SHOWN SIDE TIE DOWNS AT 2'-0" FROM EACH END HAVE A TOLERANCE OF 1't MINUITE MAN PRODUCTS LISTED BY: TRI STATE TESTING SERVICES, INC 5101 WILFONG ROM) MEMPHIS, TN. 38134 LISTING NUMBER AT IS-Oi TIE DOWN SYSTEM TO BE IDENTIFIED BY A STICKER PLACED ON THE STEEL STRAPS MM -32 OR MMA -71 - STICKER TO CONTAIN THE FOLLOWING. MINIUTE MAN PRODUCTS ETS•119 TRI STATE TESTING SERVICE. INC LISTING N0. AT IS -01 h•-119. MIN. NOTE: TIE DOWN STRAPS AT THE CHASSIS BEAM ENDS (END 115 DOWNS) CAN BE ATTACHED TO A CHASSIS SUPPORT PIER WITH A PIER BOLT ON TOP. (SEE SKETCH ABOVE). N ,wn a 'I'BEAM SHOWN, SEE 'C'&•RFC-CHASSIS FOR END TIE DOWN CONNECTIONS MMA34 FRAME TIE i SIDE TIE DOWN '6. SPOT BOLT AND NUT NC4638, EZDH & MMA34 EARTH AUGER TIE DOWN GRILL 9/18' HOLE AT MID HEIGHT OF BEAM. INSTALL 1/2. A307 BOLT. I' BEAM SHOWN. SEE C'& RFC'CHASSIS FOR END TIE DOWN CONNECTIONS MMA34 FRAME TIE • ut>J SIDE TIE DOWN STABIUZER PLATE SPOT BOLT AND NUT DRILL 9/18' HOLE AT MID HEIGHT OF BEAM, INSTALL 1/2' A307 BOLT. STEEL STRAP SEE'I'BEAM CHASSIS STEEL STRAP SEE'I'BEAM CHASSIS FOR TIE DOWN ANCHOR FOR TIE DOWN ANCHOR EARTH AUGER TIE DOWN "C" BEAM CHASSIS "RFC" BEAM CHASSIS INSTALLATION INSTRUCTIONS 1. THE DRIVE MACHINE IS STARTED AND THE ANCHOR IS TURNED INTO THE GROUND TO A POINT WHERE THE TOP (STABILIZER HEAD PLATE) IS FLUSH OR SLIGHTLY BELOW GROUND LEVEL. THIS INSURES THAT THE E -Z ANCHOR STABILIZER WILL BE AT ITS REQUIRED INSTALLATION POSITION. 2. FOR THE E -Z ANCHOR/STABILIZER TO ACHIEVE FULL POTENTIAL, INSTALL THE ANCHOR VERTICALLY WITH NO DEVIATION GREATER THAN 10 DEGREES. NOTE: A SLIGHTLY GREATER ANGLE MAY BE USED TO START THE ANCHOR TO AVOID CONTACT WITH THE HOME & STRAIGHTENED AS THE ANCHOR IS GROUND SET. THE SPLIT BOLT IS INSERTED, STRAP FASTENED, AND TIGHTENING ADJUSTMENT MADE. NOTE: WITH MACHINE INSTALLATION, A MINUTE -MAN ADAPTER DESIGNED TO FIT BOTH THE ANCHOR HEAD AND DRIVE MACHINE SHAFT IS AVAILABLE. INSTALLERS DO NOT NEED ADDITIONAL OR SPECIAL EQUIPMENT FOR E -Z ANCHOR INSTALLATION. FRAME ?IE 97002 T. STEEL STRAP WITH HOLE CONCRETE TIE DOWN CHASSIS CROSS DRIVE TIE DOWN I'BEAM SHOWN. SEE C'& RFC'CHASSIS FOR END TIE DOWN CONNECTIONS �7ppp MMA34 FRAME TIE STRAP W/ BUCKLE SIDE TIE DOWN SPUR BOLT & NUT CROSS DRNE ANCHOR • /6000 BOLT A NUT CROSS DRIVE W/ STABILIZER PLATE DETAIL d FRAME CUP )4"x1" GRADE 5 BOLT & NUT WITH WASHER MMAS02 STABILIZER PLATE MMA -18 CONCRETE SLAB ANCHOR STABILIZATION PLATE WELDED TO ROD GUIDE & STRAP HEAD AZTEX,ANCHOR CROSS DRNE ANCHOR W/ 3/4"0x32" RODS 0 0 i BOTTOM PLATE MMA -34 LONGITUDINAL FRAME TIE AND CLAMP (FOR WIND ZONE I) LOCKING CUP HOME FRAME PIVOT CUP MUST NOT VARY MORE THAN 10 DEG. FRO PERPENDICULAR TO BEAM. LOCKING CUP HAS 2-1/2" HOLES FOR USE ON 3" OR 4" FLANGES. MM 32 STEEL STRAP W/BUCKEL MMA -33 USE OUTSIDE HOLES FOR 316" - 4' FLANGES MMA -34 BOTTOM PLATE go0 Oo 00 so MMA -71 STEEL STRAP W/CORNER TIE TOP PLATE USE INSIDE HOLES FOR 2" - 3" FLANGES 4- )4"x1)4" GRADE 6 MACHINE BOLTS 8 14" HIGH STRENGTH WASHERS MMA -35 & MMA -35S (swivel heod) CROSS DRNE ANCHOR W/ 23/32"0x30" RODS MMA-210JDH MMA-210PDH STABILIZER CAP COMPACTING DISK MMA SPLIT BOLT & NUT MMA 71 CORNER TIE w/STRAP & RADIUS CUP CONNECTED ONLY TO BOLT NEAREST TO ANCHOR Y"x2Y" GRADE 5 BOLT & NUT LOCATION OF MODEL NO. 6" DIA STABILIZER CAP MMA 6 3/4 DH 4430 NU 3/4 MMA -91 5/8 DIA MMA -92 3/4 DIA MMA -94 3/4 DIA 32"AUGER ANCHOR 32"AUGER ANCHOR 36"AUGER ANCHOR 50"AUGER ANCHOR 30" AUGER ANCHOR 5//: 3s"x32" DRIVE R01L SOIL ANCHOR GW2 - SOIL ANCHOR w 3/4"x32" DRIVE ROD MMA -650 3/4 DIA 4430 DH 3/4 DIA TLW 10-05 0 0 • DYKEMAN INSPIRING EVERYDAY SPACES July 18, 2013 Ms. Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 P' -"--BILE COPY RE: Foster High School Portables Permit #D13-203 Dear: Ms. Marshall architecture interior design visual marketing RECEIVF JUL 232013 TUr\vv iv, PUBLIC WORKS Thank you for taking the time to review this project for the Tukwila School District portable addition at Foster High School. Below you will find my response to the plan review comments dated July 2, 2013 for permit submittal D13-203. The letter below has the city review comments followed by my response to each item. Comment: Page F-1 of the plans (Foundation Plan) shows detail #4 in four locations. Detail #4 is the earth anchor detail shown on F-2. The classroom portables installed in 2009 had 22 earth anchors on each building. 4 anchors would not appear to be adequate. To justify the foundation design, please provide the following: • Structural calculations based on the seismic or wind governing loads. • The specific model and number of soil anchors proposed. • Please have a geotechnical firm verify the soils type as related to the specific earth anchor proposed and per page 11 of the Minute Man document. Note that the Geo -tech report provided was for the construction of Foster High School and it talks about some loose fill materials that may be encountered occasionally in the upper five feet. It also notes this condition in the area at the northeast corner of the activities building. Each anchor's ability to resist load is dependent on the soil at its installation location. Please provide a document from a geotechnical firm verifying that the existing soils are adequate for the proposed soil anchor. Dykeman Response: A new foundation system has been designed and is submitted as part of this response. Please see sheet F1, F2 and F3 as well as the revised structural calculations. Comment: Page A-4 is referenced in several places in the Blazer Industries plans but was RECEIVED CITY OF TUKWIL/ JUL 1 9 2013 not included. Please add this page Dykeman Response: Please see the attached A-4 from Blazer Industries. PERMIT CENTER Comment: How high will the exterior landings at the classroom entrances be above grade? If more than 30 inches, an intermediate landing would be required in the access ramp. CORREQTION LTR# 1 tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 Page 2 Dykeman Response: The exterior landings will Fe a.maVmum of 30" above finished grade. The ramp will not be required to have an intermediate landing. L! Comment: Please add a note that handrails are required on both sides of ramps and stairs. Dykeman Response: Please see the note that has been added to sheet AS1.0 noting that the ramps, landings and stairs are required to have guardrails and/or handrails as required by code. Please also see the Welcome Ramp drawing 4 of 5 submitted with the original submittal that shows the configuration of the guardrails and handrails. Comment: See section 1010.5.3 of the IBC. Doors opening onto a ramp landing cannot reduce the clear width to less than 42 inches. Per the IBC Code and Commentary, this is with the door in any position. Note that the doors are shown swinging differently on the site plan AS1.0 and the Blazer Industries plans. Dykeman Response: The landings have been made wider to accommodate the provisions of section 1010.5.3 of the IBC. Please see the revised configuration on sheet AS1.0. The door swings have been changed to match the Blazer Industries drawings. Comment: Section 1021.1.1 states that the required number of exits be maintained until arrival at grade or a public way. Each portable requires two exits, one from each classroom. The accumulated occupant load at the exterior landing is close to 90 occupants and they must converge back into one exit ramp. The two portables installed in 2009 have a ramp and a set of stairs off each landing. This would be an acceptable solution. Dykeman Response: A stair has been added to each landing to accommodate the requirements for a second exit to grade. Comment: Submit a construction cost estimate for site work associated with placement of the two portables since Public Works Construction Permit has a progressive fee based on construction cost. Dykeman Response: The cost of all site development is estimated to be at $220,000.00 by the .�,`, •:;,, - - contractor. Comment: Please check with Water District #125, phone (206) 242-9547 if their approval is required for the fire service water modifications. Dykeman Response: Water District #125 has indicated that their approval is not required since we are tying into a private fire system. • J M • tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 4' Page 3 Comment: On your civil plans please add General plus Grading and Erosion Control Notes from the attached Public Works BULLETIN B2. Dykeman Response: The general and grading and erosion control notes have been added to the drawing per PW Bulletin B2. Thank you again for taking the time to review this project. Should you have any questions or comments please feel free to contact me at dareko@dykeman.net or by phone at (425) 259-316. Sinc arek Olson project designer CC: Steve McMaster — Pacific Construction Services David Johnson — Tukwila School District tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 CO DECKER Consulting Engineers 911 Western Avenue, Suite 301 Seattle, WA. 98104 Ph. 206-403-0933 TECHNICAL INFORMATION REPORT REVIEWED FOR CODECOMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION bo For: •. 2013 Portables Foster High School 4242 South 144th Street Tukwila, WA. March 19, 2013 Prepared for: Dykeman 1716 West Marine View Drive Everett, Wa. 98104 By: Decker Consulting Engineers 911 Western Avenue, Suite 301 Seattle, WA. 98104 Contact: Jay D. Decker PE 206- i -1'33 DCE Job No. 2013011 tr l�►t�x RECEIVE fl +JUN 1:12013 PUBIC T�K�WQRKS RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Ph: (206) 403-0933 Email:jayd@deckerce.com Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 2 TABLE OF CONTENTS I. PROJECT OVERVIEW 3 Existing Conditions 3 Developed Conditions 3 II. CONDITIONS AND REQUIREMENTS SUMMARY 10 III. OFF-SITE ANALYSIS 15 IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS 16 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 17 VI. SPECIAL REPORTS AND STUDIES 18 VII OTHER PERMITS 26 VIII. CSWPPP ANALYSIS AND DESIGN 27 IX. BOND QUANT., FACILITY SUMMARIES AND DECL. OF COVENANT 28 X. OPERATIONS AND MAINTENANCE MANUAL 29 APPENDIX 36 LIST OF FIGURES Figure 1 - TIR Worksheet 4 Figure 2 - Vicinity Map 9 Figure 3 - Flow Chart for Determining Type of Drainage Review Required 11 Figure 4 - Requirements Applied under each Drainage Review Type 12 Figure 5 - FEMA Flood Insurance Rate Map 14 Ph: (206) 403-0933, Email:jayd@deckerce.com 3S Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 3 I. PROJECT OVERVIEW X13 The proposed project would build two new portables in the existing baseball field north of Foster High School. (See Figure 1 - TIR Worksheet.) The new portables would be located just east of the two portables that were constructed in 2009. The project site is located in the southeast quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian and is on King County assessor's parcel number 1523049108 (see Figure 2 - Vicinity Map). The impervious surfaces proposed on the site would comprise 3,584 square feet of buildings and 714 square feet of sidewalks and landings for a total impervious area of 4,298 SF (0.098 acre). There is also 390 square feet of perforated steel ramps, however, these are not considered impervious surface. The 2009 King County Surface Water Design Manual establishes the methodology and design criteria for the proposed stormwater facilities on the site. Existing Condition The site is a grass baseball field. To the north of the baseball field is South 142nd Street and to the west are portables constructed in 2009. Currently stormwater either infiltrates into the grass or runoff flows westerly toward the existing asphalt parking lot west of the portables constructed in 2009. See "Existing Basin Map" in the Appendix. Developed Condition Runoff from the proposed portables will be collected in a tightlined system and conveyed to a proposed dispersal trench to be located north of the portables. Runoff from the proposed concrete walkway will disperse into the grass field and infiltrate or will flow into the existing parking lot where it would be collected by the developed storm system. See "Developed Basin Map" in the Appendix. Ph: (206) 403-0933, Email:jayd@deckerce.com KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner 7-W14A L SGNoOL Di Sic Phone ZO 4 O I —'000 Address 44040 S , / 44'1/4 57 4. 98(!0,5 Project Engineer Loy Company pp -IL cool )u reJ,r /&C - Phone 1& . 403 —0 q �� Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD Buildin Services M/F ` SFR ❑ Clearing and Grading ❑ Right -of -Way Use ❑ Other T ' ORKSHEET ,Part.2 : PROJECT LOCATION AND DESCRIPTION Project Name 20/b roi27.g6LEs DDES Permit # ,J, ,4. Location Township L3 ni Range 4 Section /5 $ 1/4 Site Address 4242- .S, / 447Li ,Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain O COE Wetlands O Other O Shoreline Management O Structural RockeryNault/ O ESA Section 7 . Part:5 PLANAND REPORT' INFORMATION Technical Information Type of Drainage Review (circle): Date (include revision dates): Date of Final: Report Site Improvement Plan (Engr. Plans) Type (circle one): tJ 1 Modified / fall / Targeted / Large Site Small Site Date (include revision dates): Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS t. Monitoring Required: Start Date: e) / No Describe: GL jam) t.L0% � �ee Completion Date: Part8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : ,•�� Special District Overlays: Drainage Basin: Stormwater Requirements: Partr9. .ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream O Lake O Wetlands O Steep Slope O Erosion Hazard O Landslide Hazard 0 Closed Depression 0 Coal Mine Hazard ❑ Floodplain . 0 Seismic Hazard O Other 0 Habitat Protection 0 Soil Type • (C 5-'0 .SI Slopes D 0% Erosion Potential ❑ High Groundwater Table (within 5 feet) 0 Sole Source Aquifer O Other 0 Seeps/Springs O Additional Sheets Attached 2009 Surface Water Design Manual 2 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL(Kb TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT ❑ Core 2 — Offsite Analysis Ahh4‘ ❑ Sensitive/Critical Areas /JOnI E ❑ SEPA ❑ Other ,t7ie ❑ Additional Sheets Attached . Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of atural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: Flow Control Level: 1 / 2 / 3 or Exemption Number j J.l4- (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: -r B. D. Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: ?fivatt / Public If Private, Maintenare Log Required: Yes / No Financial Guarantees and Provided: Liability es / No I f '') EC-L3SA,rLt/ Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. nl'fr' Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific DrainageType: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements N, ' Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None N I A • 100 -year Base Flood Elevation (or range): Datum: Flood Protection Facilities IJ. Describe: Source Control Describe landuse: SGtooL •pt yjj jj-45 51)0(4,6- (comm./industrial landuse) Describe any structural controls: Gorlig0L- yyl‘-V( 5 /..) �ce-f r 7- 2009 Surface Water Design Manual 3 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / CJ Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: D15PerL51a.j 71L6 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS Type/Description MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Type/Description AFTER CONSTRUCTION ® Clearing Limits 01 Stabilize Exposed Surfaces ❑ Cover Measures El Remove and Restore Temporary ESC Facilities ❑ Perimeter Protection El Clean and Remove All Silt and Debris, Ensure ❑ Traffic Area Stabilization Operation of Permanent Facilities Sediment Retention ❑ El Flag Limits of SAO and open space preservation areas Surface Water Collection ❑Other ❑ Dewatering Control ❑ Dust Control ❑ Flow Control Part:14 STORMWATER FACILITY DESCRIPTIONS (Note:,Include Facility Summary.and Sketch) Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs Other ❑ Biofiltration ❑ Wetpool ❑ Media Filtration ❑ Oil Control ❑ Spill Control CI Flow Control BMPs ❑ Other Dater --5t o,J 2009 Surface Water Design Manual 4 1/9/2009 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage Easement ❑ Covenant ❑ Native Growth Protection Covenant ❑ Tract ❑ Other ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge the information provid her is curaT¢. 3/°/I 3 Signed/Date 2009 Surface Water Design Manual 1/9/2009 5 3$ S 142nd St Tukwdr Schcu)I Daatnd 406 i► 0. El �o, 4230 t!) S 144th St S 142nd Si Extr;lN,C .�NEW S 144th St S 144th St S 142nd St City of . . Tukwila Pool - FiGoKE kin VIcu rry mAr S 1441h St S 144th St Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 4 II. CONDITIONS AND REQUIREMENTS SUMMARY Using the KCSWDM flow chart for "determining the required type of drainage review" (see Figure 3), it was determined that "Full Drainage Review" is required for this project. Also the KCSWDM table summarizing "requirements applied under each drainage review type" (see Figure 4), indicates that Core Requirements 1-8 and Special Requirements 1-5 are addressed below. I/ CR -1 - Discharge at Natural Location The proposed drainage system minimizes disturbance of natural drainage systems and seeks to disperse rather than concentrate flows. Stormwater dispersal will not adversely impact downstream properties. In fact, if dispersed runoff enters the existing asphalt parking lot to the west, it will be detained in the stormwater detention system for Foster High School prior to discharge to downstream properties. CR -2 - Off -Site Analysis See Section III - Off -Site Analysis. CR -3 - Flow Control A Flow Control Facility (detention) is not required for this project since it meets the criteria for "Impervious Surface Percentage Exemption" per section 1.2.3 of the KCSWDM. a.) The amount of new impervious surface that is not fully dispersed is less than 4% of the threshold discharge area. (it is safe to estimate that the proposed project area, 0.098 acre is less than 4% of the threshold discharge area which would only be 2.47 acres) b.) The amount of new pervious surface is less than 15% of the natural drainage area c.) Flow control BMPs (dispersion) will be applied to the new impervious surface d.) Project site is less than 10,000 SF e.) Runoff from the site will not impact a critical area, severe flooding problem or severe erosion problem f.) The manner in which runoff is discharged from the project site does not create significant adverse impact. CR -4 - Conveyance System The proposed conveyance system meets the City of Tukwila standards. See Section V - Conveyance System Analysis and Design CR -5 - Erosion and Sediment Control The erosion and sedimentation control plan is discussed in section VIII-CSWPPP Analysis and Design. CR -6 - Maintenance and Operations Maintenance and operations of the site are discussed in section X of this report. CR -7 - Financial Guarantees and Liability If required by the City of Tukwila, Tukwila School District will post a drainage facilities restoration and site stabilization guarantee. CR -8 - Water Quality Since there is less than 5,000 SF of pollution generating impervious surface, water quality treatment is not required. Ph: (206) 403-0933, Email:jayd@deckerce.com 39 38 1.1.2 DRAINAGE REVIEW TYPES AND REQUIREMENTS FIGURE 1.1.2.A FLOW CHART FOR DETERMINING TYPE OF DRAINAGE REVIEW REQUIRED Iia#tie project a single family residential or agricultural project that results 22,600 sf of new and/or replaced impervious surface or 27,000 sf of land disturbing activity, AND meets one of the following criteria? • The project results in 510,000 sf of total impervious surface added since 1/8/01, 55,000 sf of new impery surface, and 535,000 sf of new pervious surface (for RA, F, or A sites, new pervious surface is 552,500 sf or remainder of site if 165% is preserved in native vegetation), OR • The project results in 510,000 sf of total impervious surface added since 1/8/01 and new pervious surface is 535,000 — 3.25 x new impervious surface (for sites 122,000 sf, use 2.25, and for RA, F, or A sites, increase by 50% or use remainder of site if 165% is preserved in native vegetation), OR • The project results In 54% total impery surface and 515% new pervious surface on a single parcel site zoned RA or F, or a single/multiple parcel site zoned A, and all Impervious area on the site, except 10,000 sf of it, will be set back from natural location of site discharge at least 100 ft per 10,000 sf of total impervious surface? Qy Does the project result in 22,000 sf of new and/or -replaced impervious surface or 27,000 sf of new pervious surface, OR is the project a redevelopment project on a parcel or combination of parcels in which new plus replaced Impervious surface totals 25,000 sf and whose valuation of proposed improvements (excluding required mitigation and frontage improvements) Is >50% of the assessed value of existing improvements? No Yes SMALL PROJECT DRAINAGE .REVIEW :1Section 1:1.2.1 • Note.: The project may also: be subject to,.Targeted.:Drainage • Rev/ew:as, determined Does the project have the characteristics of one or more of the following categories of projects (see more detailed threshold language on p. 1-15)? 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; projects within a Critical Drainage Area or Landslide Hazard Drainage Area; or projects that propose 27,000 sf (1 ac if project is in Small Project Drainage Review) of land disturbing activity. 2. Projects proposing to construct or modify a drainage pipe/ditch that is 12" or larger or receives runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects proposing 2$100,000 in improvements to an existing high -use site. Reassess whether drainage review is required per Section 1.1.1 (p. 1-9). Is the project an Urban Planned Development (UPD), OR does it result in 250 acres of new impervious surface within a subbasin or multiple subbasins that are hydraulically connected, OR does it have a project site 250 acres within a critical aquifer recharge area? Yes Yes 2009 Surface Water Design Manual LARGE PROJECPDRAINAG " REcVTEW�i. � T r Section 1" 1 2;4 ` ,f 1/9/2009 SECTION 1.1 DRAINAGE REVIEW 12. TABLE 1.1.2.A' REQUIREMENTS,APPLIED UNDER EACH DRAINAGE REVIEW Ti • Small Project Drainage Review Targeted Drainage Review Full Drainage Review Large Project Drainage Review Single family residential projects and agricultural projects that result in 22,000 sf of new and/or replaced lmpervlous surface or 27,000 sf of land disturbing activity but do not exceed the total impervious surface and new pervious surface thres- holds specified in Sec. 1.1.2.1 (p. 1-13). Projects that are not subject to Full or Large Project Drainage Review, AND have characteristics of one or more of the following categories of projects: 1. Projects containing or adjacent to a flood, erosion, or steep slope hazard area; projects within a Critical Drainage Area or Landslide Hazard Drainage Area; or projects proposing 27,000 sf of land disturbing activity (1 ac if in Small Project Drainage Review). 2. Projects that construct or modify a drainage pipe/ditch that is 12" or larger or receive runoff from a 12" or larger drainage pipe/ditch. 3. Redevelopment projects with 4$100,000 in improvements to a high -use site() All projects that result in 22,000 sf of new and/or replaced impervious surface or 27,000 sf of land disturbing activity but are not subject to Small Project Drainage Review, OR redevelopment projects meet- ing drainage review threshold #7 in Section 1.1.1 (p. 1-9). UPDs, OR projects that result in 250 acres of new impervious within a sub- basin or mul- tiple subba- sins that are hydraulically connected, OR project sites 250 acres within a critical aqui- fer recharge area. Category 1 Category 2 Category 3 SMALL PROJECT DRAINAGE REQUIREMENTS ✓ CORE REQUIREMENT #1 Discharge at Natural Location *(2) ✓ ✓ / ✓ CORE REQUIREMENT #2 Offsite Analysis *(2) 1(3) 1(3) 1(3) CORE REQUIREMENT #3 Flow Control *(2) 1(3) i 1(3) CORE REQUIREMENT #4 Conveyance System• *(2) ✓ • 1 1 CORE REQUIREMENT #5 Erosion & Sediment Control ✓ ✓ ✓ i ✓ �i ✓ CORE REQUIREMENT #6 Maintenance & Operations *(2) ✓✓ } ✓ 1, 1 CORE REQUIREMENT #7 Financial Guarantees & Liability *(2) 1(3) 1(3) i 1(3)' ,. 1(3) CORE REQUIREMENT #8 Water Quality *(2) 1(3) 1(3) SPECIAL REQUIREMENT #1 Other Adopted Requirements ✓(3) ✓(3) 1(3) SPECIAL REQUIREMENT #2 Flood Hazard Area Delineation ✓(3) ✓(3) ✓(3> SPECIAL REQUIREMENT #3 Flood Protection Facilities ✓(3) 1(3) 1(3) SPECIAL REQUIREMENT #4 Source Control 1(3) 1(3) 1(3) , ✓(3) {ki 1 1(3) SPECIAL REQUIREMENT #5 Oil Control 1(3) ;i 1(3 1(3) (1) Category 3 projects installing oil controls that construct or modify a 12 -inch pipe/ditch are also Category 2 projects. (2) May be applied by DDES based on project or site-specific conditions. 1 (3) These requirements have exemptions or thresholds that may preclude or limit their application to a specific project. 1/9/2009 1-12 dace Water Design Manual Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 5 133e SR -1 - Other Adopted Area -Specific Requirements There are no area -specific requirements. SR -2 - Flood Hazard Area Delineation This project is not located within a flood hazard area. See Figure 5. SR -3 - Flood Protection Facilities The project does not rely on a flood protection facility. SR -4 - Source Control Applicable source control measures are currently and will continue to be implemented on the project site as described in the King County Manual. SR -5 - Oil Control Oil control measures are not required since this is not a high -use site. Ph: (206) 403-0933, Email:jayd@deckerce.com Fid 5' SOUTH nem 138TH STREET / .1(N1�,. I! S t ,. SOUTH 37TH • STRE APPROXIMATE SCALE IN FEET 5000 500 0 to W j N W 1 15 pQ� a (7 s ° z a T SO 1, i i NATIONAL FLOOD INSURANCE PRO AMA AT i , i FIRM FLOOD INSURANCE RATE MAP KING COUNTY, AND INCORPORATED AREAS PANEL S51 OF 1725 ISEE IMP INDEX FON PANELS NOT PRIN1E01 _r r EMBER PANEL SUFEU _ SOUTH 139TH STREET .\......... SOUTH 139TH STREET SOUTH 140TH STREET q� W oWASHINGTON " W ZONE X a $01T---"-142° STREET NOT LOCATED 4 Z Q 3 aeltn : '1• WITHIN EAST. CITY OF TUKWILA 530091 • l• • • • ON THIS PANEL IS TOWNSHIP 23 NORTH, RANGE • jkS n ENO MATS PDMOO ROWS � MSS IMO= mors LI ar, OS V 1i ` MAP NUMBER 53033C0957 F MAP REVISED: MAY 16,1995 Emergency Management Agency • • • •0 CO• • j WFederal Lu Q Tide is an offbeat copy Ora portion Ce the above refetencad Rood map.. R viae mttracead mina F -MIT On -Una. 'Pita map does not roles! changes or emendmetaa wrath may have been made subeeyaant to the date on the tae black. For the latest product Information about National Rood tnauranee Program toed maps chock the FEMA Float Map Stom et vvwemsc.fmns.gav Fid 5' Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 6 III. OFF-SITE ANALYSIS The proposed improvements will not create or aggravate deficiencies with the downstream drainage system. In fact, if dispersed runoff enters the existing asphalt parking lot to the west, it will be detained in the stormwater detention system for Foster High School prior to discharge to downstream properties. Ph: (206) 403-0933, Email:jayd@deckerce.com Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 7 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A Flow Control Facility (detention) is not required for this project since it meets the criteria for "Impervious Surface Percentage Exemption" per section 1.2.3 of the KCSWDM. g.) The amount of new impervious surface that is not fully dispersed is less than 4% of the threshold discharge area. (it is safe to estimate that the proposed project area, 0.098 acre is less than 4% of the threshold discharge area which would only be 2.47 acres) h.) The amount of new pervious surface is less than 15% of the natural drainage area i.) Flow control BMPs (dispersion) will be applied to the new impervious surface j.) Project site is less than 10,000 SF k.) Runoff from the site will not impact a critical area, severe flooding problem or severe erosion problem I.) The manner in which runoff is discharged from the project site does not create significant adverse impact. Although a flow control facility is not required, section 1.2.3.3 of the KCSWDM requires that flow control "BMPs" be implemented in accordance with Appendix C, Section C.2. This project will provide flow control and dissipate energy from the runoff generated by the portables by use of a gravel -filled dispersal trench. The sizing criteria for a dispersal trench are to provide 10 -feet of dispersal trench for every 700 square feet of impervious area. The portables comprise 3,584 square feet so 51.2 -feet of trench is required. Although the KCSWDM indicates that the maximum trench length is 50 -feet, we feel that this design adheres to the intent of the manual. The trench is required to be 24 -inches wide and 18 -inches deep. Details for the trench are provided on the plans. Ph: (206) 403-0933, Email:jayd@deckerce.com Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 8 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN The proposed conveyance system meets the conveyance standards set by the City of Tukwila. The 25 -year peak runoff from the portable roofs is 0.029 CFS and a 6 -inch pvc pipe at 0.5% can convey 0.52 CFS. 0.5 -percent slope was selected as a worst-case scenario for the pip. KCRTS was used to determine peak flow rates. Ph: (206) 403-0933, Email:jayd@deckerce.com nj8 Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 9 VI. SPECIAL REPORTS AND STUDIES This section contains a copy of the body of the geotechnical report. No additional reports or studies are needed. Ph: (206) 403-0933, Email:jayd@deckerce.com } 04 RA RI7TENHOt.SE-ZEMA a: ASSOCIATES, .L.l Geotechnical & Environmental Consultants _ 1400 140th Avenue 1V.E. Bellevue. Washington 98005-1594 (206) 7464020/FAX (206) 746-6364 APR 14 2 52 Pit '89 30 March 1989 W-6076 Heery Program Management, inc. 110 110th, Suite 715 Bellevue, WA 98004 Attention: Mr. James Chapman Subject: Preliminary Subsurface Exploration and Geotechnical Evaluation Foster High School Reconstruction South 144th Street and 42nd Avenue South King County, Washington Gentlemen: This letter report presents the results of our preliminary Subsurface. Exploration and Geotechnical Evaluation for the proposed school additions. The approximate school building locations and the Locations of the explorations completed for this study are shown on the Site and Exportation Pian, Figure 1. Boring logs with interpretive descriptions of subsurface conditions encountered at the boring locations . are also enclosed. The purpose of this preliminary evaluation is to establish general subsurface conditions at the site from which preliminary recommendations for future foundation design and site improvement could be formulated. The scope of our services. consisted of the field exploration program, visual assessment of the site conditions, geotechnical engineering analyses and preparation of this preliminary geotechnical evaluation. Authorization for our services was provided verbally by Mr. James Chapman of Heery Program Management, Inc. Our work *has been co?npleted In general accordance: with our proposal for preliminary geotechnical exploration dated 22 February 1989. This report has been prepared for the exclusive use of the South Central School District, Heery Program Management and their agents for specific appaeation to this project in accordance With generally accepted geotechnical engineering practice. ELIZA RITTENHOUSE-ZEMAN & ASSOCIATES, INC. Geotechnlea! & Environmental Consultants 1400 740a Avenue N.E. Bellevue, ti*zshingtan 98005-4594 a.ea�rrrr (206) 746-8020/FAX (206)746-6364 28 July 1989 South Central School District No. 406 4640 South 144th Street Seattle, Washington 98168-4196 Attn: Mr. William Riggs Subject: Addendum to Subsurface Exploration and Geotechnical Evaluation Proposed Replacement of Foster High School South 144th & 42nd Avenue South ting County, Washington Gentlemen: • W-6076-1 This letter report presents the results of our additional subsurface explorations and recommendations for the proposed replacement of Foster High School. The approximate building location and the proposedlocations of the new building as well as the locations, of the additional explorations completed for this study are shown on the Site and Exploration Plan, Figure 1, attached with this letter. Boring logs with interpretive descriptions of subsurface conditions encountered at the boring locations are also enclosed. This litter report contains information supplementing our original soils study at the site, W-6076 dated 30 March, 1989. The purpose of the additional explorations were to better define the general subsurface condfions in the vidnity of the proposed building locations from which conclusions and recommendations for foundation .design and construction of this project could be formulated. The scope of our services consisted of field explorations, geotechnical engineering analyses and report preparation. Authorization for our services was provided by the South Central School District No. 406: Our work has been completed in general accordance with our modified proposal for additional geotechnical studies dated 19 June 1989. This report has been prepared for the exclusive use of the South Central School District and their agents for speck application to this project'in accordance with South Central School Dist. No. 406 28 July 1989 W-6076-1 Page 3 the standard penetration resistance ("N") or blow count. The resistance or N -value provides a measure of relative density of granular soils or the relative consistency of cohesive materials. Boring B -1A through B -5A were advanced to a depth of 14 feet below existing site grades at the exploration locations. The borings were continuously observed and logged In the field by a geological engineer from our firm. The soils recovered were visually classified and representative portions placed in moisture tight containers and returned to our laboratory for later visual evaluation. The boring locations, shown on the Site and Exploration Pian, were obtained by pacing from features on the site plan provided us. The locations shown should be considered accurate to the degree implied by the method used. The exploration logs enclosed in this letter report are based on interpretations made in the field. The logs Indicate the various types of soils and materials encountered in the borings. The relative density of these soils indicated in the logs are based on the drilling action and advancement rate of the drill rig, as well as the driving resistance measured during sampling ('N' values). The Togs also indicate the depth where the strata or characteristics of the soils changed, although changes may be gradual. If the changes occurred between sample intervals, the depth of the change was interpreted. Subsurface Conditions Based on the materials encountered during our field exploration program, It appears that the soils at depth across the site are glacially consolidated. Generally, borings advanced across the site encountered various depths of medium dense fill materials over medium dense to dense native deposits. However, boring B -1A, located at the NE corner of the proposed new acres building, encountered Loose fig materials to 5 feet in depth, underlain by medium stiff silts to 9 feet, which mantled medium dense silty sands over the dense glacially consolidated soils. It appears that the on-site fills were completed during the original mass grading for the existing school site. 22/P-1, South Central School Dist. No. 406 28 July 1989 W-6076-1 Page 4 Groundwater was observed in boring B -2A at eleven feet below existing ground surface. Due to the relatively impermeable nature of the dense glacial soils encountered at depth in our borings, a "perched" groundwater condition should be expected to occur above the dense glacial soils. Groundwater conditions may vary due to changes in the site utilization, precipitation, and other factors. CONCLUSIONS AND RECOMMENDATIONS Development plans call for demolition of the existing Foster High School and replacement with a new academic building and a new activities building located in the general vicinity of the existing High School and Gymnasium buildings. Also included in the development would be new tennis courts, play fields, access drives and parking. In our opinion, the development as proposed is feasible from a geotechnical stand point, utilizing conventional spread footings, continuous wall footings and slab -on grade floor support. However, due to the presence of loose fill materials encountered in some of our borings (to 5 feet.below the existing ground surface), special attention to identifying and removing the loose fill materials below the foundations is required: We recommend any loose or soft fill materials within the building footprint be removed and replaced with structural fill The lateral extent of the overexcavated area may be defined by a line at a slope of 1H:1V(Horizontal:Vertical) down and out from the edge of the footing. Alternatively, if an adequate thickness of structural fill is provided below the bottom of the footings and loose fills, the loose materials may remain in place. The existing fill and native soils are highly silty and susceptible to disturbance. Special construction procedures will be necessary to protect the subgrade soils during wet weather. Site Preparation Based on a finished ground floor elevation of approximately 284 feet, it appears only minor cuts and fills on the order of 4 feet will be needed. Prior to site grading, all asphalt pavement, concrete side walks, slabs. old foundations and buildings and any existing buried utilities located within areas to be developed* should be removed and backfilled with structural fill as outlined subsequently. All buildings, pavement areas, sidewalks and areas to receive structural fill should be stripped of all top soil or organics and other deleterious materials. Based on our borings, the stripping effort will typically encounter on the order of 6 to 12 inches of sod and top soil. Areas of deeper organics or loose fill materials encountered in areas to be developed would also need to be removed and fx South Central School Dist. 406 28 July 1989 W-6076-1 Page 6 traffic. Ideally, earthwork should be performed during the drier months to reduce the potential for site disturbance. Structural Fill Any fill materials placed in the building, pavement and non landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris and other deleterious material. Individual particle size should be less than 6 inches In diameter. Structural fill should be placed in level lifts no greater than 8 inches in loose thickness and each lift compacted to a uniform, minimum density of 90 percent of the modified Proctor maximum dry density as determined by the ASTM:D 1557 test procedure. The upper foot of paved areas should be compacted to at least 95 percent of the same maximum value. We recommend a representative from our firm be present during fill placement, so that a representative number of density tests may be conducted as structural fill placement occurs. In this way, the adequacy of earth work may be evaluated as it proceeds. The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is place. As the amount of fines (that soil fraction passing the US No. 200 sieve) increases, soil becomes increasingly sensitive to small changes. in moisture content and adequate compaction becomes more difficult, or impossible to achieve. Generally, soil which contains more than about 5 percent fines by weight (based on the soil fraction passing the US number 4 sieve) cannot be compacted to a firm, non yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compaction effort. The near surface site soils contain a significant fine grained soil fraction. Consequently, the use of the on-site material as structural fill requires strict control of the moisture content during fill placement operations. Selective drying of the over optimum soils may be achieved by scarifying or wind rowing surfcial materials during protracted periods of dry weather. Soils which are dry of optimum may be moistened through the use of water South Central School Dis. No. 406 28 July 1989 W-6076-1 Page 7 trucks and thorough blending to facilitate uniform moisture distribution prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on-site silty soils or other non select material for structural fill. we recommend that only •clean', free draining, gravelly sand be used. Such material should generally contain less than 5 percent fines based on the soil fraction passing the US No. 4 sieve and should not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather dependent. Delays due to inclement weather are common, even when using clean, free -draining fill. Shallow Foundations M footings should be founded within medium dense to dense native deposits. or within compacted structural fill which has been placed above a stripped, properly prepared subgrade. Footings should not be founded on or within loose or disturbed native or fill soils. Footings may be founded above the surficiai loose fill materials encountered in our borings provided the footings are underlain by a minimum of at least 2 footing widths or 4 feet of structural fill, whichever is less. Continuous or column footings founded In the medium dense to dense native deposits or structural fill may be designed for a maximum allowablesoil bearing pressure of 2500 psf. A one-third increase in these bearing pressures may be used for short term wind or seismic loading. Perimeter footings should be extended at least 18 inches below adjacent grades for frost protection, while interior footings should be extended at least 12 inches below the lowest adjacent grade. We recommend that all continuous footings be at least 15 inches in width and isolated column footings be at least 18 inches in width. .- We estimate that the total settlements of foundations within the prescnbed bearing strata would be 1 inch' or less with differential settlement on the order of 1/2 inch or less. If the footings are founded in or above loose soils or any disturbed or soft materials are left withinthe footing area prior to concrete placement, future settlements may be greatly increased. For this reason, conditions in the footings subgrade should be observed by a representative of our firm prior to concrete placement, to confirm that the condition of the subgrade is consistent with that assumed during design. 0 construction proceeds in wet weather, the sensitivity to disturbance of the silty site soils may require that the footing excavations be covered with a layer of crushed rock or lean concrete 'mud mat` to minimize disturbance of the bearing surface during wet conditions. South Central School Dist. No. 406 28 July 1989 frequency of use by heavy vehicles. W-6076-1 Page 9 The on-site soils are silty and exhibit low subgrade support characteristics when saturated, even if initially compacted to a high degree. Based on our observation of the near surface soils and tests performed on similar soils in the area, we have assigned a California bearing ratio (CBR ASTM:D 1885 designation) value of "ten° for the silty material In its undisturbed native state, or when compacted as structural fill. This value is conservative when the subgrade is kept dry, but may be unconservative should any moisture penetrate beneath the pavement We have assumed an average daily traffic value for parking areas of 500 light vehicles and 5 equivalent 18 kip single axal loads. For the bus driveway and parking areas we have assumed a daily traffic volume of 500 light vehicles and 10 equivalent 18 kip single axal loads. Using the design criteria contained in "MS -1 Asphalt Pavement Thickness Design for Highways and Streets" by the Asphalt Institute (1981), the recommended "equivalent- thickness required for a full depth asphalt pavement (20 year design life) would be 5 inches for car parking tots and 7 Inches for bus driveways and parking areas. The cost for such a full depth asphalt pavement alternative may be prohibited. To development alternative pavement sections, we suggest the following asphalt equivalency factors: 1 inch asphaltic concrete = 2 inches crushed rock = 2.7 Inches gravel base course. Although a variety of less costly sections could be utilized, our recommended minimum pavement section would have an asphaltic concrete thickness of at least 3 inches underlain by a minimum of 4 inches of crushed aggregate for car parking areas with 4 inches of AC pavement underlain by 6 inches of crushed aggregate for bus access and parking areas. Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 10 VII. OTHER PERMITS No other permits are necessary. Ph: (206) 403-0933, Email:jayd@deckerce.com 2jgs Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 11 VIII. CSWPPP ANALYSIS AND DESIGN 1.) Clearing Limits Clearing; limits are indicated on the plans. 2.) Cover Measures It is not anticipated that cover measures will be required. 3.) Perimeter Protection Silt fence is indicated on the erosion control plans. 4.) Traffic Area Stabilization We do not anticipate that a construction entrance will be required since there is an existing parking lot adjacent to the work area. 5.) Sediment Retention Since the site is small, we do not anticipate that sediment retention will be required. Dispersion of construction stormwater through the existing grass will adequately clean construction stormwater. 6.) Surface Water Collection The project is not large enough to warrant surface water collection during construction. 7.) Dewatering Control There is no dewatering anticipated for this project. 8.) Dust Control Dust control measures (watering) will be indicated in the construction sequence to be used on an "as needed" basis. 9.) Flow Control Since the site is small, construction flow control is not anticipated to be necessary. Ph: (206) 403-0933, Email:jayd@deckerce.com Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 12 IX. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT N.A. Ph: (206) 403-0933, Emait:jayd@deckerce.com Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 13 X. OPERATIONS AND MAINTENANCE MANUAL The drainage facilities on the site will be privately maintained. As required by the King County Manual, relevant portions of the "Maintenance Requirements" are indicated in this section. Ph: (206) 403-0933, Email:jayd@deckerce.com z� APPENDIX A MAINTENANC33 STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILTIIES NO. - CATCH BASINS Maintenance Component General Defect Conditions When Maintenance Is Needed Results Expected When Maintenance Is performed Trash & Debris (Includes Sediment) Trash or debris of more than 1/2 cubic foot which Is located immediately In front of the catch basin opening or is biocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe Into or out of the basin. Trash or debris In any inlet or outlet pipe bioddng more than 1/3 of Ito height Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic fool In volume Structure Damage to Comer of frame extends more than 3/4 inch past Frame and/or Top Stab curb face into the street (If applicable). Cracks In Basin Walls/ Bottom Sediment/ Misalignment Top slab has holes larger than 2 square Inches or cracks wider than 1/4 inch (intent Is to make sure all material is running into basin). No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or detris. No dead animals or vegetation present within the catch basin. No condition presets which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the jolts of any Inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 Inch or has rotated more than 2 Inches out of alignment Basin replaced or repaired to design standards. No cracks kss more than 1/4 inch wide al the joint of Inlet/outlet Pipe. Basin replaced or repaired to design standards. 1998 Surface Water Design Manual 9/1/98 A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5 - CATCH BASINS (CONTINUED) Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is performed Fire Hazard Vegetation Pollution Catch Basin Cover Cover Not in Place' Lodring Mechanism Not Working Cover Difficult to Remove Ladder Ladder Rungs Unsafe Metal Grates (If Applicable) Trash and Debris Damaged or Missing. Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six Inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover Is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Botts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift•, Ment is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and debris that is blocking more than 2096 01 grate surface. Grate missing or broken members) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) No flammable chemicals present. No vegetation bloddng opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate Is In place and meets design standards. Maintenance - • Defeat Components Condition When Maintenance is Needed Results Expected When Maintenance is Performed. General Metal Trash and Debris Damaged/ Missing Bars. Trash or debris that is plugging more than 20% of the openings in the bander. Bars are bent out of shape more than 3 inches. Bars are missing or entire barrier missing. Bars are loose and rust Is causing 50% deterioration to any part of barrier. Barrier dear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 9/1/98 A-6 1998 Surface Water Design Manual APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 7 - ENERGY DISSIPATERS Maintenance Components Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed. fxtemal; Rock Pad Dispersion Trench Intemalz Manhole/ Chamber Missing or Moved Rock Pipe Plugged with Sediment Not Discharging Water Properly Perforations Plugged - Water Flows Out Top of 'Distributor Catch Basin. Receiving Area Over -Saturated Wom or Damaged Post. Baffles. Side of Chamber Other Defects Only one layer of rock exists above native soil In area five square feet or larger, or any exposure of native son. Accumulated sediment that exceeds 20% of the design depth. Visual evidence of water discharging at concentrated points along trench (normal condition is a °sheet flow of water along trench). Intent Is to prevent erosion damage. Over 1/2 of perforations In pipe are plugged with debris and sediment. Maintenance person observes water boxing out during any storm less than the design storm or its causing or appears likely to cause damage. Water in receiving area is causing or has potential of causing landslide problems. Structure dissipating flow deteriorates to 1/2 or original size or any concentrated wom spot exceeding one square foot which would make structure unsound. See "Catch Basins' Standard No. 5 Replace rocks to design standards. Pipe cleaned/ flushed so that it matches design. Trench must be redesigned or rebuilt to standards. Clean or replace pertorated pipe. Facility must be rebuilt or redesigned to standards. No danger of landslides. Replace structure to design standards. See "Catch Basins" Standard No. 5 1998 Surface Water Design Manual A-7 9/1/98 52/ 36 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.8 - FENCING Maintenance Components General Defect Conditions When Maintenance Is Needed Results Expected When Maintenance is Performed Wire Fences Missing or Broken Parts Erosion Damaged Parts Deteriorated Paint or Protective Coating Openings in Fabric NO. 9 - GATES Any defect in the fence that permits easy entry to a facility. Erosion more than 4 inches high and 12-18 inches wide permitting an opening under a fence. Post out of plumb more than 6 inches. Top rails bent more than 6 Inches. Any part of fence (including post, top nips, and fabric) more than 1 foot out of design alignment. Missing or loose tension wire. Missing or loose barbed wire that Is sagging mom than 2-1/2 inches between posts. Extension arm missing, broken, or bent out of shape more than 1 1/2 inches. Part or parts that have a rusting or scaling condition that has affected structural adequacy. Openings In fabric are such that an 8 -inch - diameter bap could fit through. Parts in place to provide adequate security. No opening under the fence that exceeds 4 inches in height. Post plumb to within 1-1/2 inches. Top rail free of bends greater than 1 inch. Fence Is aligned and meets design standards. Tension wire In place and holding fabric. Barbed wire In place with Tess than 3/4 inch sag between post. Extension ann in place with no bends larger than 3/4 Inch. Structurally adequate posts or parts with a unlfonn protective coating. No openings in fabric. Maintenance Component Defect Conditions When Maintenance is Needed Results Expected When Maintenance is Performed General Damaged or Missing Missing gate or locking devices. Members Broken or missing hinges such that gate cannot be easily opened and Nosed by a maintenance person. Gate is out of plumb more than 6 inches and more than 1 foot out of design alignment. Missing stretcher bar, stretcher bands, and ties. Openings In Fabric See 'Fencing" Standard No. 8 Gates and Locking devices in place. Hinges intact and tubed. Gate is woridng freely. Gate Is aligned and vertical. Stretcher bar, bands and des in place. See "Fencing' Standard No. 8 9/1198 A-8 1998 Surface Water Design Manual 3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Maintenance Component Pipes Defect Conditions When Maintenance is Needed Results Expected When Maintenance Is Performed Open Ditches Catch Basins Debris Barriers (e.g.. Trash Rack) Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation Vegetation that reduces free movement of water through pipes. Damaged Protective coating Is damaged; rust is causing more than 50% deterioration to any part of pipe. My dent that decreases the cross section area of pipe by more than 20%. Trash & Debris Trash and debris exceeds 1 cubic foot per 1.000 square feet of ditch and slopes. Sediment Accumulated sediment that exceeds 20 % of the design depth. Vegetation Vegetation that reduces free movement of water through ditches. Erosion Damage to Slopes Rock Lining Out of Place or Missing (1f Applicable). See 'Ponds" Standard No. 1 Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that It matches design. Water flows freely through ditches. See 'Ponds" Standard No. 1 Maintenance person can sae native sail beneath Replace rocks to design the rock frdng• standards. See 'Catch Basins: Standard No. 5 See 'Debris Barriers' Standard No.6 NO. 11- GROUNDS (LANDSCAPING) See 'Catch Basins" Standard No. 5 See 'Debris Barriers" Standard No. 6 Maintenance Component General Defect Conditions When Maintenance Is Needed Results Expected When Maintenance is Performed Weeds (Nonpoisonous) Safety Hazard Trash or Utter Trees and Shrubs Damaged Weeds growing in more than 20 of the landscaped area (trees and shrubs only). Any presence of poison Ivy or other poisonous vegetation. Paper, cans, bottles. totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are spilt or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over. causing exposure of the roots. Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area dear of titter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub In place free of irt)ury. Tree or shrub In place and adequately supported: remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 12 - ACCESS ROADS/ EASEMENTS Maintenance Component General Road Surface Defect Condition When Maintenance is Needed Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet i.e., trash and debris would till up one standards size garbage can. Blocked Roadway Debris which could damage vehicle tires (glass or metal). Settlement, Potholes, Mush Spots, Ruts Vegetation In Road Surface Modular Grid Pavement Any obsbvcdon which reduces clearance above road surface to Tess than 14 feet Any obstruction restdcdng the access to a 10 to 12 foot width fora distance of more than 12 feet or any point restricting access to less than a 10 foot width. When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface detect which hinders or prevents maintenance access. Weeds growing In the road surface that are more than 6 Inches tall and less than 6 Inches Mil and less than 6 Inches apart within a 400- square foot area. Build-up of sediment mildly contaminated with petroleum hydrocarbons. Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Ditches inches wide and 6 inches deep. Weeds and Brush Weeds and brush exceed 18 Inches in height or hinder maintenance access. Results Expected When an Maintence is Performed Roadway free of debris which could damage tires. Roadway free of debris which could damage tires. Roadway overhead clear to 14 feet kik Obstruction removed to allow at least a 12 foot access. Road surface uniformly smooth wl h no evidence of settlement, potholes, mush spots, or ruts. Road surface free of weeds taller than 2 Inches. Removal of sediment and disposal in keeping wkh Health Department recommendations for ndld y contaminated soils or catch basin sediments. Shoulder free of erosion and matching the surrounding road. Weeds and brush cut to 2 inches In height or cleared in such a way as to allow maintenance access. 9/1198 A•10 1998 Surface Water Design Manual Storm Drainage Report 2013 Portables - Foster High School January 19, 2013 Page 14 APPENDIX • Existing Basin Map • Developed Basin Map Ph: (206) 403-0933, Email:jayd@deckerce.com 3o 7--- S 142ND ST. - S142NDST. ,. ,p pr$P61 iad TR-�cM 6 TUKWILA WASHINGTON De DECKER Cot:Jolting l:nj;n.r” 911 Western Ave, suite 301 Seattle, WA. 98104 ph 206.403.0933 FOSTER HIGH SCHOOL PORTABLES EXISTING BASIN MAP 38 03/21/2013 S 142ND ST. Peon? eo licOF DR4(4 coutcsiAl LEGEND $V 51 &wn . IMPERVIOUS SURFACE ATTACHED TO D/SPESAL TRENCH • 4,298 SF 1"-40' TUKWILA WASHINGTON DECKER r.,,,,t,dt;,,4 If„,r 911 Western Ave, suite 301 Seattle, WA. 98104 ph 206.403.0933 FOSTER HIGH SCHOOL PORTABLES DEVELOPED BASIN MAP 03/21/2013 WELCOME RAMP, INC. STRUCTURAL ANALYSIS copy TABLE OF CONTENTS ITEM Design Criteria Ramp System Design Adjustable Legs Alternate 7'-0" Landing Design Planking — Manufacturer's Information r• 3O3 PAGES 2 3-22 23-25 26-40 41-43 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION RECEIVFr !JUN 112013 PUBLIC WORK- RECEIVED ORK RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER WELCOME RAMP CALCS-IBC 2009 Page 1 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design Criteria and Analysis 1) Reference Design Criteria: a) International Building Code, 2009 Edition 2) Site Specific Criteria: a) Building Occupancy Classifications: II b) c) Vertical Loading: Horizontal Loading: i) Wind Loads: ii) Seismic Loads: d) • Soil Bearing: 3) Material Specifications: a) Aluminum: i) Handrail ii) Structural b) Density 4) Connectors: a) b) c) d) Bolts Screws Welding Sleeves shear of sleeved connection. 5) Design Basis: a) Each side of the assembly is a framed made rigid by either welding or sleeving parts to resist movement. Base connections are a pinned condition. b) Each frame is connected together with landing or ramp frames and planking to distribute dead and live loads to the frames. Railing is added to the frame assembly c) Basic Dead Load is 6 psf for frame, ramp & landing surfaces. 2 psf is added for railing. d) A 300 Ib. lateral load is used in the design to simulate seismic, wind and pedestrian lateral loading for each frame. This results in an effective Design Cs for a 30 -foot ramp and 5x10 platform of 0.5 and a design wind load of 30 psf without consideration for stress duration. Seismic and wind loads do not govern lateral loading for standard configurations. For those configurations longer than 40', soil anchors shall be installed at the rate of (1) anchor for each length of landing 60' longer than 40'. See Typical Soil Anchor Detail. 100 psf for Landings, 300 lbs. concentrated loads for steps 110 mph, Exposure C, I=1.0, Kz=0.85, Kzt=1.0; Design Wind Pressure = 20 psf (At less than 15 feet above grade) Sds = 1.00, S1=0.51, 1=1.0, R=3.25, 0o=2, Cd=3.25, Cs=0.307 1,500 psf, Unless verified by Geotechnical Report or Building Official ASTM 6063-T5, 16 ksi, minimum yield strength ASTM 6061-T5, 35 ksi, minimum yield strength 170 lbs. per cubic foot Grade 5 zinc -coated (Design), ASTM A-325 may be substituted. #10x1.25" zinc plated Self -Tapping Screw (STS) Per AWS D1.2 and size as shown on the drawings Length of snug -fitting sleeves designed resist moment and WELCOME RAMP CALCS-IBC 2009 Page 2 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Ramp System Design WELCOME RAMP CALCS-1BC 2009 Page 3 Member Data Monter Lebec I Joint J Joint M1 N1 N10 M2 N10 N11 Ramo Shape/ Material Phys End Releases Seaton Set Meme I -End J -End Set T AVM AVM M3 N11 N9 SEC1 SEC1 AL Y SEC1 AL Y PIN PIN End Offsets Inactive I.End J•tnd Code Langan (in in ft 4.708 4.788 M4 NA N6 M5 NB N8 N.6 N7 NA M7 N5 N8 M8 N4 N9 M3 •N3 N11 SEC1 AL Y SEC2 AL Y SEC3 AL Y SEC3 AL Y SEC3 Al. Y SEC3 AL Y PIN 4.705 5.012 5 599 1.599 M10 N2 N10 Sections SEC3 AL Y 1.25 .833 .417 Soctlnn Database Malarial Area 5A SA 1 (90.270) -4 1(0.180) TIC in -4 On Label SEC1 'Welcome onape Ramp 1,1.4. AL a -•r - 1.438 1 2 1.2 .421 2.02 SEC2 Welcome Deck AL 1.458 1 2 1.2 .421 1.376 -.014 SEC3 TU2X2X2 9 AL .897 12 1.2 .513 .513 0 Bask Load Casa Data BLC N. Basic Load Case Category Description Code 1 w1 Dead Load I DL 2 w2 -PedestriannLoad LLS Lire Lead Special (pWrn Member Direct Distributed Loads, Category : DL, BLC 1 : wt - Dead Load Category Dcr.AnptiOn Dead Load IGrevily Y -1 Load Typo Totals Joint Point Direct Dist. 5 1 1 5 Mer++bor Lobel Direction Start Magnitude End Magnitudes Sian Location End Location 11 a % M1 Y -.014 -.014 1 0 0 M2Y -.014 -.014 0 0 M3 rte_ Y -.014 -.014 Mr' Ped. load Only n—[—(i 1 0 0 M4 Y -.014 -.014 0 0 MS Y -.018 -.018 0 0 ______9 Member Direct Distributed Loads. Category : LLS. BLC 2 w2 -Pedestrian Load Member Label Direction Sart Magnitude End Magnitude (ftIfl. F) 01.41, F) -.2 M1 M2 M3 M4 Y -.2 1u15 Y -.2 Start Location (n or %) 0 End Locetbn (ft am 0'•t) -.2 0 Y Y -.2 -.2 -.2 0 0 -.2 0 0 Y -.25 -.25 Load Combinations F3clor BLC Facto num a+vo,.gn...• .. •••o • sr.... .....• 0 01+Wes/. Load (♦ 1 _—, 1 . _._.� 1 2 1 Mr' Ped. load Only n—[—(i 1 2 1 WELCOME RAMP CALCS-IBC 2009 Page 4 LVOY V....••IIOI•VIIY iv....v.-vvvl Nutri Description Env W5 PO SRSS CD 8L0 Factor OLC rooter 8LC Fodor RLC Factor Lil_ 1 1 1 1 11 I 1 I1 ..Li_ _ Envelope Member Stresses Mamba Law Section Axial Shear 8en4'n9lopbot (ksi) Lc (kw) Lc (its]) Lc (k4) Lc M11 max .023 1 .310 1 0 1 0 1 min .022 2 .299 2 0 1 0 1 2 uiax .003 1 .038 1 4.033 1 -2.608 2 min .003 2 .034 2 4.625 2 -3L1 1 3 max -.017 2 -.23 2 2.009 1 1 -1.97 2 min -.018 1 -.247 1 1.908 2 -1.62 1 4 max -.036 2 -.494 2 -0.157 2 5.513 1 min -.039 1 -.53 1 -8.774. 1 5.125 2 ( M2 1 max .059 2 .531 1 -8.355 2 5.589 1 min .053 1 .497 2 -8.895 1 5.25 2 2 max .04 2 .248 1 1.928 1 -1.014 2 min .032 1 .232 2 1,773 2 -1,211 1 3 max .02 2 -.032 2 4.893 1 -2.864 2 min .011 1 -.035 1 4.558 2 -3.Q74 1 4 max .001 2 -.298 2 0 1 0 1 min -.000 1 -.318 1 0 1 0 1 L__163 1 max .2 1 .359 1 -2.64 1 2 1.752 1 min .199 2 .337 2 -2.789 1 1.659 2 2 max .18 2 .077 1 3.288 1 -1;91 2 `- min .18 1 .072 2 3.039 2 -2.053 1 3 max .16 2 -.192 2 1.467 1 -. •1- 2 min .159 1 -.206 1 1.375 2 -.922 1 4 max .141 2 -.456 2 -7.633 2 5.447 1 min .138 1 -.480 1 -8,192 1 4.796 2 M4 1 max .029 1 .55 1-8.455 2 5468 1 min .026 2 .514 2 -9.04 1 5.313 2 2 max .012 11 .252 1 2.887 1 -11564 2 min .01 2 .238 2 2.489 2 -1:878 1 3 max -.008 1 -.043 2 5.681 1 -37334 2 thin -.006 2 -.046 1 5.307 2 -31589 1 4 Max -.022 2 -.321 2 0 1 0 1 min •.023 1 -.343 1 0 1 0 1 (-- M5 1 max .152 1 .56 1 -5.456 2 6.538 1 min ' .141 2 .523 2.118 6 2 2 max .152 1 .188 1- 4511S 2 min .141 2 .175 2 5.99 2 -71205 1 3 max .152 1 -.173 2 6.464 1 4 765 2 WI .141 2 -.185 1 8.035 2 -7;246 1 4 max .152 1 -.52 2 -5.322 2 6.414 1 min .141 2 -.558 1 -5.721 1 5.986 2 M6 �- 1 max .745 1 .523 1 0 1 0 1 min .695 2 .487 2 0 1 0 1 2 maxi .745 1 .523 1 2.717 1 -2 527 2 WELCOME RAMP CALCS-IBC 2009 Page 5 Envelope Member Stresses, (continued) Manta Label Section Axial Shear Bending Ica %mitts bot (kai% le (kai) Le (ks1 Lc (ki7 Lo (c' M7 M9 M10 Envelope Member Section Forces Monter Label Section Mal Lc k Shear Lc Moment tic MI min .695 2 .487 2 2.527 2 -2.717 1 3 max .745 1 .523 1 5.435 1 -5.055 2 .004 min .695 2 .487 2 5.055 2 -5.435 1 4 max .745 1 .523 1 8.152 1 -7.582 2 -.138 min .695 2 .487 2 7.582 2 -8.152 1 1 max 1.208 1 -.499 2 0 1 0 1 2 min 1.129 2 -.533 1 0 1 0 1 2 max 1.208 1 -.499 -.539 2 1 -2.591 -2.77 22_ 1 _ 77 2.91 1 2 -.122 min 1.129 2 3 max 1.208 1 -.499 2 -5.182 2 5.54 1 '"- min 1.129 2 -.533 1 -5.54 1 5.1;62 2 4 max 1.208 1 -.499 2 -7.774 2 8.31 1 min 1.129 2 -.533 1 -8.31 1 7.774 2 1 max 1.387 1 -.108 2 0 1 0 1 min 1.275 2 -.112 1 0 1 0 1 2 max 1.367 1 -.108 2 -.44 2 .454 1 min 1.275 2 -.112 1 -.454 1 .44 2 3 max 1.367 1 -.108 2 -.879 2 .907 1 min 1.275 2 -.112 1 -.907 1 .879 2 4 max 1.367 1 -.108 2 -1.319 2 1.381 1 min 1.275 2 -.112 1 -1.381 1 1.319 2 1 max .93 1 -.521 2 0 1 0 1 min .87 2 -.55 1 0 1 0 1 2 max .93 1 -.521 2 -1.411 2 1.49 1 - min .87 2 ' -.55 1 -1.49 1 1.411 2 3 max .93 1 -.521 2 -2.822 2 j 2.98 1 min .87 2 -.55 1 -2.98 1 2.822 2 4 mer .93 1 -.521 2 -4.233 2 4.71 1 min .87 2 -.55 1 ' -4,471 1 r 4.233 2 1 max 1.424 1 -.048 1 0 i 1 0 1 min 1.332 2 -.078 2 0 1 0 1 2 max 1.424 1 -.048 1 -.055 1 .196 2 min 1.332 2 -.078 2 -.108 2 .065 1 3 max 1.424 1 -.048 1 -.120 1 .Z12 2 min 1.332 2 -.078 2 -.212 2 .129 1 4 max 1.424 1 -.048 1 -.194 1 .3 8 2 min 1.332 2 -.078 2 -.318 12 .194 1 Envelope Member Section Forces Monter Label Section Mal Lc k Shear Lc Moment tic MI 1 max min .034 .031 1 2 .382 .358 1 2 0 0 1 ��--;. i "" 2 max .004 1 .043 1 -.317 2 min .004 2 .041 2 -.338 1 3 max -.024 2 -.276 2 -.131 2 min -.028 1 -.298 1 -.138 1 4 max -.052 2 1 -.592 ' 2 .601 7 min -.056 -.834 1 .559 2 1 max .085 2 .638 1 .61 i1 min .076 1 .595 2 .573 2 2 max .057 2 .297 1 -.122 2 WELCOME RAMP CALCS-LBC 2009 Page 6 Envelop* Member Section ForcesJcontinued) mambo Label Section Axial 1.c Shear Lc Moment L� WELCOME RAMP CALCS-IBC 2009 Page 7 min .046 11 .278 2 •.132 11 3 max .029 2 -.038 2 -.312 2 min .016 1 -.042 1 -.335 11 4max .002 2 -.355 2 0 11 min -.013 1 -.38 1 0 1; M3 1 max .288 1 1 .431 1 .191 11 min .288 2 .403 2 .181 2 2 max .258 2 .092 1 -.208 2 min .258 1 .087 2 -.224 1 3 max j .231 2 -.23 2 -.094 2 min .229 1 -.247 1 -.101 1 4 max .203 2 -.547 12 .561 1 milt .198 1 -.586 1 .523 2 M4 1 max .042 1 .659 1 .82 1 min-' .038 2 .618 2 ,58 2 2 max .017 1 .302 1 -.171 2 min .015 2 .282 2 -.183 1 3 max -.008 1 -.051 2 -,364 2 min -.009 2 -.055 1 -.389 1 4 max -.032 2 -.384 2 0 1 min -.033 1 -.411 1 0 1 .355 1 M5 1 max .218 �, 1 .671 1 .332 2 min .203 2 .627 2 2 max .218 1 225 1 -.385 2 min .203 2 .21 2 -.391 1 3 max .218 1 -.207 2 -.368 2 -.394 1 min I .203 2 -.222 1 4 max' .218 1 -.623 2 .318 1 min .203 2 -.669 1 .324 2 M6 1 max .689 1 .218 1 0 1 min .623 2 .203 2 0 a 2 max .669 1 .218 1 •.108 2 min .623 2 .203 2 -.116 1 3 max .669 1 .218 1 -.216 2 min .623 2 .203 2 -.232 1, 4 max' .669 1 .218 1 -.324 2 min .623 2 .203 2 -.348 11 L M7- 1 max 1.084 1 -.208 2 0 0 min 1.012 2 -.222 1 0 ,1 2 max 1.084 1 -.208 2 .118 1 min 1.012 2 -.222 1 .111 2 3 max 1.084 1 -.208 2 .237 i1 inin 1.012 2 -.222 1 .222 4 max 1.084 1 -.208 2 .355 ;1 min 1.012 2 -.222 1 ,332 2 M8 1 max min 1.226 1 -.045 1.144 2 -.047 2 1 0 0 11 11 2 max 1.226 1 -.045 2 .019 11 min 1.144 2 -.047 1 .019 '2 3 max 1.226 . 1 -.045 2 .039 '1 min 1.144 2 -.047 1 .038 .2 4 max 1.226 1 -.045 2 .058 11 min 1 1.144 2 -.047 1 .058 12 WELCOME RAMP CALCS-IBC 2009 Page 7 Envelope Member Section Forces, (continued) Member Lobel Section Mai Lc Sheat Lc Moment M10 Lc 1 max .834 1 -217 2 1 0 1 min .78 2 -.229 1 0 1 2 max .834 1 1 -.217 2 .064 1 2 thin .78 2 -.229 1 .06 2 3 max .834 1 -.217 2 .127 1 2 -.035 min .78 2 -229 1 .121 4 max .834 1 2 -.217 2 .191 1 1 min .78 -.229 1 .161 2 1 max 1.277 1 -.02 1 0 1 0 min 1.195 2 •.033 2 0 1 2 max 1.277 1 -.02 1 .005 2 1 2 min 1.195 2 -.033 1.277 1 -.02 2 1 .003 .009 3 max 3 min 1.195 2 -.033 2 .006 1 4 max 1.277 1 -.02 1 .014 2 2 min 1.195 1 2 -.033 2 .008 1 Envelope Member Deflections Member Luent Section x-Ttanslato Lc y-Tronatate Lc (n) Vy Rabe 1c (int (int t M1 1 max 0 1 2 0 0 2 1 ME1M1111 NC min . 0 2 max 0 1 -.046 2 1243.875 2 min 0 2 -.049 1 1189.884 1 3 Max 0 1 -.033 2 1756.299 2 min 0 2 -.035 1 1659.338 1 4 max 0 1 0 2 NC min 0 2 0 1 NC M2 1 max 0 1 0 2 NC min 0 2 0 1 NC 2 max 0 1 -.032 2 1848.986 2 min 0 2 -.034 1 1708.638 1 3 max 0 1 -.045 2 1280.237 2 min 0 2 -.049 1 1189.011 1 4 max 0 1 0 2 NC min 0 2 0 1 NC M3 1 max 0 1 0 2 NC 1 min 0 2 0 1 NC max 0 1 -.029 2 2063.401 2 min -.001 2 -.031 1 1919.616 1 3 max -.001 i -.021 2 2931.908 ;2 min -.002 2 -.022 1 2735.504 1 4 max -.002 1 -.002 2 NC min -.002 2 -.002 1 NC M4 1 max -.002 1 •.002 2 NC min -.002 2 -.002 1 NC 2 max -.002 1 -.047 2 1336.222 2 3 min -.002 2 -.05 1 1247.236 ,1 max -.002 1 -.062 2 896.057 2 min -.002 2 -.087 1 930.197 ;1 4 max -.002 1 -.002 2 NC min -.002 2 -.002 1 NC 1 WELCOME RAMP CALCS-IBC 2009 Page 8 Envelope Member Deflections, (continued) Member Lobel Section x•Translate Lc y-Tra' lata Lc (n) Vy Ratio Lc lin tint 1 Mb M7 MB MO M1U 1 max I -.001 1 -.002 2 NC min I -.002 2 -.002 1 NC 2 max -.002 1 -.109 2 559.623 "- min -.002 2 -.117 1 521.856 1 2 3 max -.002 1 -.109 2 557.976 min -.002 2 -.117 1 520.674 1 4 max -.002 1 -.001 2 NC 1 min -.003 2 -.001 1 NC I 1 max 0 1 0 1 NC I min 0 1 0 1 NC I 2 max 0 2 -.013 2 1392.207 2 min 0 1 -.014 1 1294.941 1 3 max 0 2 -.016 2 1113.766 2 min o 1 -.017 1 1035.953 1 4 max -.001 2 .003 2 NC 1 miu -.001 1 .002 1 NC max 0 1 0 1 NC min 0 1 0 1 NC 2 max 0 2 .016 1 1270.353 1 min 0 1 .015 2 1357.946 2 3 max -.001 2 .02 1 1016.282 1 min -.002 1 .019 2 1088.359 2 4 max -.002 2 .002 2 NC 1 min -.002 1 .001 1 NC 1 ✓ 1 max 0 1 0 1 NC I 0 2 0 T NC min 2 max 0 2 .002 2 NC 0 1 .002 1 9920.451 71- min 3 max -.001 2 .003 2 8189.633 2 min -.001 1 .003 1 7936.361 1 4 max -.002 2 .002 2 NC I min -.002 1 .001 1 NC 1 max 0 1 0 1 NC min 0 1 0 1 NC 2 max 0 2 .002 1 4529,485 ri min 0 1 .002 2 4784.344 2 3 max 0 21 .003 2 3827.475 2 min 0 1 .003 I 1 3623.588 :1 4 max min 0 2 0 2 NC 1 0 1 0 1 NC d 1 max 0 1 0 1 NC 1 min 0 1 0 1 NC 1 max 0 2 0 2 NC min 0 1 0 1 NC 1 3 max 0 2 0 2 NG min 0 1 0 1 NC 1 4 max 0 2 0 2 NC 1 min 0 1 0 1 NC 1 WELCOME RAMP CALCS-IBC 2009 Page 9 sem,: Fairchapu WELCOME RAMP CALCS-IBC 2009 Page 10 Wads; 81C 1, wt'- Dead Load &Moom Emobpe WELCOME RAMP CALCS-IBC 2009 Page 11 _.ten •.adnpH 1101111 • Lo t4: BIC 2. r2 •Podestan Load 9a0.mon' Cnvebpe. ({{ NOltizoo 'at, Assumeo Live t.o4o SkMitPtrlJta PeOr'‘t 6004.14E0 � hl to oN VP e,rmP writ ur HILL- WELCOME RAMP CALCS-IBC 2009 Page 12 lax 1L .214kirt 21410 7141.111 Lomb: LC 1, OL • Pod. Lead 901410n: Envelope -.268k/ft -.21i!i!!!!!!! !lilt/AI WELCOME RAMP CALCS-IBC 2009 Page 13 Section:Welcome Ramp Section Properties: Numhar of Shapes = 2 Total Width = 2.00 in Total Height = 4,00 in Center, Xo = 0.304 in Center, Yo = -0.457 in X -bar (Right) = 1,571 in X -bar (Left) n 0.429 in Y -bar (Top) = 2.457 in Y -bar (Bot) = 1.543 in Equivalent Properties: Area, Ax = 1.436 in"2 Inertia, Ixx = 2.02 in"4 Inertia. lyy = 0.4212 In"4 Inertia, Ixy = -0.4585 in"4 Torsional, J = 0.0299 in^4 Modulus, Sx(Top) = 0.8225 in"3 Modulus, Sx(Bot) = 1.309 in"3 Modulus, Sy(Left) = 0.981 in"3 Modulus, Sy(Ri0ht) = 0.2682 in"3 Plastic Modulus, Zx = 1.4921 in/13 Plastic Modulus, Zy = 0.4852 in"3 Radius, rx = 1.186 in Radius, ry = 0.541 in Summary of Suction Properties x N Y 1. Y Section Diagram Sh. No. Section Width Height Xo Yo Ax Ixx IYY in in in In in42 in"4 in"4 1 Welcome 2.00 4.00 0.304 -OAST 1.438 2.02 0.4212 Rarp WELCOME RAMP CALCS-IBC 2009 Page 14 Section:Welcome Deck Section Properties: Number of Shapes = 2 Total Width = 2.00 in Total Height = 4.00 in Centel, Xo = 0.304 in Center, Yo = 0.114 in X -bar (Right) = 1.571 In X -bar (Lett) - 0.429 In Y -bar (Top) = 1.886 in Y -bar (Bot) = 2.114 In Eduivalent Properties: Area. Ax = 1.438 1n42 Inertia. Ixx = 1.378 in"4 Inertia, tyy = 0.4212 in"4 Inertia, Ixy = 0.1141 I104 Torsional, J = 0.0299 in"4 Modulus, Sx(Top) = 0.7309 in"3 Modulus, Sx(Bot) = 0.652 In"3 Modulus, Sy(Lett) = 0.981 I03 Modulus. Sy(Right) = 0.2682 in"3 Plastic Modulus, Zx = 1.0532 in"3 Plastic Modulus, Zy = 0.4852 in"3 Radius. rx = 0.9792 in Radius, ry = 0.5413 in Summary of Section Properties Y 2.000_--• 1 .371 Y Section Diagram Sh. No. Section width Haight Xo Yo A� in In In In 1 ~come 2.00 4.00 0.304 0,114 Deck in"2 1.438 txx tyy in^4 in"4 1.378 0.4212 WELCOME RAMP CALCS-IBC 2009 Page 15 Member Stress, Results Access the Member Section Stresses spreadsheet by selecting the RCWIls menu and then selecting Members r Stresses. Those ere the ;n orebe-5truse,calculated along each gclia member. The number of sections for which stresses are reported ie controlled by the Number 01 Sections specified on the Global window The actual number of segments is this Number 01 Sections minus 1. The incremental length of each segment is the same. For example, 11 you speciy 5 sections, the member is divided into 4 equal pieces, and the stresses are reported for each piece_ There wiII be foto stress values listed for each section location along the morneer taking into account any member cttsets 'l he amts tar the stresses are shown at the top of each Column, As for tho sign convention, tho signs of these results correspond to the signs of the forces. These line up as poslttve or negative according to the member local axis directions. The axial Stress is the silo P/A, where P is the section axial force. A positive stress is compressive. since the sign of the stress follows the men r>l thejorce The shear' Stress is 'calculated as V/S,A., where SA is the effective sj+ear erre For members not defined with a section set a value oI 1.2 is used for the shear area coefficient S.A. The bending stresses are calculated using the familiar equation M • c /1. where WC Is the bending m'Kmwnl,'c• is the distance from the neutral axis t0 the extreme fiber and 1' is the moment of inertia. Tho stress for the section's exlrerra edge is listed with respect to the positive ens negative directions of the local u and z ezns A positive stress as compressive and a negative stress iS tensile. Some shapes are not symmetrical about both local axes. For example Tee and Channel shapes, Thus the stress at the pnsltivo and negative edges may not be the same. The locations for the calculated stresses are illustrated in this diagram Bend Top Bend Bot So, the y -lop location is the extreme fiber of the shape in the positive local y direction, ybot is the extreme liber in the negative local y direction, etc. The ytop,bot stresses are calculated using Wiz. For enveloped results the maximum and minimum value at each location 16 listed. The load combination producing the maximum or minimum is also listed, in the lc' column. To include a portieuter Load G+mhinr,tinn in the envelope analysis, open the load Combinations spreadsheet and cheek the box in the 'Ere/ column. Note • A special case is bending stress calculations for single angles. The bend Dcnriing ste er, tot a,n51!_t_onag are reported ler bending about the principal axes. • To view the results for a particular member, use the FiE option. To view the maximums and minimums, use tine Scat option. WELCOME RAMP CALCS-IBC 2009 Page 16 Y Solution: Envelope Member Bonding Moments (k-tt) Rooatlon units aro k snit k -ft WELCOME RAMP CALCS-IBC 2009 Page 17 TABLE 20-11-A-Mt..,MUM MEPIANICAL PROPERIIOS FON ALUMINUM ALLOYS-4Conflnuea) Lames Are 61re11 In 120119 01 I.sI (1.00011uln1) a 1.01 MO 1(43(1 R10DUC14 McRI 7011310/4 i� COMA 8110.81 DEARING r;[WINF.94M u n+ �ul 1 ifs _ 161 i.9 I'd 831 8Jl ssi •3lA to lam rOle lot Itt'a 5606.11111 E•j.rn1.usu�pp400.500 19 36 21 16 11 11 70 36 10400 .11111 LdtusEUsv 03014114 over 36 11 18 11 12 '20 34 10,400 .11112 llmc 0.1304.499 36 18 17 22 10 71 71 10,400 -11113 Plate 0300.11100 33 16 16 21 9 7)1 22 10,400 .1111 flue 1.001.2.000 33 14 13 71 8 70 28 10402 .11112 Piste 2.001.3.000 34 14 15 21 8 68 24 19.400 41)2 Shoot and plate A11 40 28 26 14 l6 74 411 10,400 •234 Drank tube. A11 44 34 32 26 20 84 38 10.400 3134.1131 5601 0,006.0.126 41 25 33 24 20 81 0, 10.300 343421111 Est. L011.10 upuo0.500 '33 19 16 20 11 64 31 10,400 11111 Htlw,io,e 0.301 and oust 33 19 16 19 11 64 30 10,400 .11111 tisimtiotla op W 3.000 31 12 13 19 7 62 24 10,400 -E231 Shea 3031 p1414 0.020.2.000 36 26 24 21 12 70 44 10.402 ,1111 . Shea 4u4 pint 0.020.1.002 39. 39 27 23 17 74 . 49 10.403 3430=11111 liu ssinsn up to 0.300 42 26 12 13" 15 82 44 q,eepp0op .Hill E4ruuu.M 0.302 aadover 42 26 22 24 15 82 42 .11117 Esirusiats up 101002 41 19 20 2.4 11 82 38 41321 Sheet and plate 0.188.1.230 46 33 27 27 19 87 56 41111 Pli16' 1.731.1.500 44 31 11 25 18 84 53 .2371 Flit 1.301.3,00 42 29 73 23 17 82 49 .11323 nett 0.0014.242 41 36 34 28 21 04 61 41343 Slates 0.911 0.149 53 41 39 31 74 101 7(I 6003.73 Edmninns upto0.100 38 33 33 24 20 80 56 10,100 6461-76, 9I .. Silaild•se 0.010.4.000 42 73 33 27 70 110 58 10,110 -7632 .76 I•.atnliium. 38 35 35 14 20 80 56 10,102) • -1610' _99to3000 -16, Daum 464 and bat up t0 8.000 42 33 35 27 20 58 06 20.100 1631 .76 Blurntube 0,023.0300 41 33 36 27 20 88 76 10,100 -16 1'ipe bpi* 0.999 42 35 33 27 2D 88 56 10.100 -76 Pipe 64e10,999 38 33 33 24 20 80 56 10,100 m�itr•t i�ri145 144,41) RA21..=: t Vah.cs elm apply to .1631144•401100. is+0nn 10030 Isn00n{nlm0nnc ,,-Ictal 44adF0,minimum gpecifrcdvalw(cacep((mA1dad3004-1114,.N16Ind FeWIAX1M3003•Hl5).0th 'sutay114F. "len Por" ri7ur% IFtn *Maim altmlatlw» 4m evvaje modulo; of etu4bclty is atm; emetically CU, u 200111(029 64F4 brae. than kfic •slur+ In Ihh admen. TABLE 20 isn Are1w 12E00011UL 1s! PROPERTIES We1a inp FoVOreeaTINUMALLOYS wlwNhM1 en1) 44100 Alb MOM _ 22„ `3l �4_...�lf� 5 _ 15 r _ i....___/.....----_,,...:21............10.„.3 128.5 0540)x0 44 la? 1663.77�41.4110.1103......... .415.4 b/ mm up 10 IMO .12 •14 4ummna E+1001003 111'" ova 475110 All 30 25 25 19 14 63 40 10.110 1 7A 20 nu 36 10.100 6331.77 ' I.wusiOna up w 1,00 78 73 35 t Vah.cs elm apply to .1631144•401100. is+0nn 10030 Isn00n{nlm0nnc ,,-Ictal 44adF0,minimum gpecifrcdvalw(cacep((mA1dad3004-1114,.N16Ind FeWIAX1M3003•Hl5).0th 'sutay114F. "len Por" ri7ur% IFtn *Maim altmlatlw» 4m evvaje modulo; of etu4bclty is atm; emetically CU, u 200111(029 64F4 brae. than kfic •slur+ In Ihh admen. TABLE 20 isn Are1w 12E00011UL 1s! PROPERTIES We1a inp FoVOreeaTINUMALLOYS wlwNhM1 en1) 44100 Alb MOM l 0 4.112OUCC MD T10CxIrE88�, e Wenn tolxVON Q1Wtn 0540)x0 r "a' `ig la? Fre, f Pk rrir .415.4 b/ mm r I.f71a Mrs -,..--..--„..--..-- 1 111211.012..11111 All 11 43 4.3 5 2.5 23 3(034112.-1114,-416, 4118 A11 14 7 7 10 4 70 17 AIcI4dII 34U)-182..1114. -1116. -1118 • AU 23 6 6 10 3.3 70 3004.11.11. 41124.1116 All 22` 12 11 14 6.3 40 10 /MN 3001.4117,-1134,-1114, 4110 All 21 11 11 17 63 44 19 3001.1133 $71ret0.0134.030 17 9 9 22 5 36 13 353)4117.4114, 41)2.28 •1134 14 7 7 9 4 28 I0 WELCOME RAMP CALCS-IBC 2009 Page 18 dL'JV 131AIODIRM 600Z D 1-SDIVD fyp,. = bearing yield strength within 1.0 arch (25.4 nom) of a weld, ksi (MPa). Fc a al.owable compressive sues:. tai (MPs). Fey = compressive yield strength. ksi (MPoI.. = compressive yield strength across a butt weld (0.2 perxru offset is 10 -inch (254 mm) gage laigtb).ksi(4Pa). Fel = r.-fi1{ry,(r/r)=), where lir is slenderness ratio for member considered as a column ten d erg . to fail in the -plane of the applied bending moments. ksi (MPs). • = allowable stress for cross section 1.0 inch (25.4 mm) oe mote from weld. ksi ((Paa). = allowable stress on cross section, part of utast arca lies within Lt (25.4 men) inch of a weld. ksi (hiPa). Fr = allowable shear stress for members subjected only to torsion Of shear. ksi Fa = shear ultimate strength, ksi (MPa). Fmti = !bear uliimate strength within 1.0 inch (25.4 mm) of a weld. ksi F� = :bear yield strength. ksi (MPs). = shear yield strength within 1.0 inch (25.4 rnm) of b weld. ksi (Mps). F. s tensile ultimate strength. kai (MPa). Fa,,•. = tensile ultimate strength across a butt weld, lark (MPs). Fy = tensile yield strength. ksi (4P.). Frp,. = tensile yield strength across a ban weld 10.2 percent offset in 10 -inch (254 mm) gage length). ksi (MPs). F,. = either F0 or rep whichever is smaller`kei (A'MPa)• J = catculsted slices. b (MPu):" ,(a a average compressive stress on =Ss section of member produced by axial compressive load.12l (MPs), • • fa = taaxkmrlm bending stress (compressive) caused by transverse loads or end moments, ksi (MPs). Jr = :near mess caused by torsion or transverse shear. ltsi (MPs). G = modulus of elasticity in shear. tai (MPa). d = spacing of rivet or bolt bola perpendicular to ditectici of load, inches (nam)• b clear }.eight of shear web. inches (mm). = moment of inertia. inches" (mile). 1e = moment of inertia of horizontal stiffener. inches" (nest'). 4 = =man of inertia of transverse stiffener to resat shear buckling. inches" (roma). 4 = moment of inertia of a beam about axis perpendicular to web, inches' (mm4). Iy = moment of inesti2 of a beam about axis parallel to web. inches' (mm4). !ye moment of inertia of oornpression element about axis parallel to venal web, inches' (mm4). 1 = torsion constant. inches' (mm4). ti = coefficient for determining slenderness limit S2for sectioasfor which tteallowable cam- pressive stress is based an crippling strength. • k2 = coefficient for determining allowable compressive :Gess in sections wi'!t slerdemess ra- tio above S; for which the allowable compressive stress is baser: on crippling strength. = coefficient for compression members. kr o coefficient for tension members. L = length of compression =Mbar between pointsof lateral support or twice die length of' a cantilever column (except where analysis shows that a shorter length cats be used). Metres (torn), 2-272 ao, = length obeans between ponen at which the eonimrionflange i u al movement, or length of camileter beats (ton fret end to point at shalt flange a supported against lateral movenralt. blah.-: isles . f:, = notal lemgtv of portion of column :yang within 1.0 inc (25.4 tam) o welds at ends of (olrrms Am are. supported s both ends), laches (n 1. increased (ongat to be substituted in column (annuls to determine t welded column. incites (nut). lir = slenderness ratio for.calurnro. 7V = beefing tcar„ent, inch kid :k74 a). Me a bending moment at censer of spsn molting from applied bendin = maxima= bending moment in span remising from {kNee), bop M2 N= �• = Al = P = Pe a Po = R • • - Rm r applied tendert bending moments as two ends of a beams. inch -lips 11W -in). length afbrmring at reaction or concentrated load. inches (mm). factor of safety em appearance of haling.. factor of safety en uhimate meng& factor of safety on yield strength local load eatsecnaati=e an beaming stiffener. kips (kAt). allowable reactiut or concentrated load per web. kips (104 allowable ensile load per fastener. sheet to pestis or gin. tips (k?.). outside radius of round tube or maximum ootside.radius for an oval t radius of crtrrattre of tabular members, iehes (ems). - transition radius. the radius of on wtaehmens of the weld detail, least radius of gyrates', of a column. inches (ran/ • rid ins of gyration of lip or bulb about face of flange front which lipase+ r,. = radius orgytatianofa beam (about axis parallel to web). inches (nen), (I unsymmetrical about de horizontal axis. rr should be cal:elated as dtt were the same as the camprestioo flange,) section modulus of a beam. compression side. itches) (mm3). stress ratio, the ratio of minimum stress to maximum stress section modulus of a bean. tension aide. inc1c3 (mra3). slenderness limit& spacir.g of transverse stiffeners (eleardistanee. between stiffeners (or stil Of a pair of memben. one an each side ofthe web. ceneer.to-centerlista arras cowsining of a roanbvrw one side of doe web *sly). Endes Imm or bah boles parallel to dirxtoa of load. incites (nim). r = hicknessofflange. plate. webortube, inches (aatt.).(For zip:redfame thickuss) V . sheer force as web at stiffener location. kips (kN)•. et = a factor equal tosalty fo:asarms= (Oinking ofennelmembers oil .boli and equal to 3.5 for a sufferer cons'sring of a member or. ere side nal' S, = angle between plme of web nod place of 'tang surfact (0 5 90), deg. 2001.4. Identification. Altaunnat for structural elemerru shell a: all times be sag wise dandled in the'(etuicatm's ptsn;.so Mu the separate alloys and eentpera are SR = Sr = Si. ST= s = (f•) CALL . .1; For. Two AL . .15,/ 1.75" a - G 0 - � q (2 ")(. 2-5)(4,o) f. (. 5)(. 2 5)(1, 7 6 ) (,25)(4.0) 1-..25.}(1•7 -../ h2 = • )(.7s)( •r) .1. (2.375-K.25)0.7s) (.2s)(4.o) 1- (.25)(7.7s-1) 1� Ade +I -I -p=,;" 0.1i414 h� C1 (! rl e. wA5r kris/el 2, z1uF 1.5435* 1.13: 3.03q: 2.1111;1 1. A375 • .75 (4) + .25(4)(451e /'75(2..:..11.4-t- I;75(.1S)(1•6475)1 7 O, toF� t .0023 f o.4764 2 - '; �—. -1 • . 25(4)(0.1141 )1 f !_)51.x5)3 f- r.75(2 r+(d.26092. 2. =- / .333 '1- 0.0130 1- 0, DC23 1- O. Q Z. 98 = 1-37,9114.‘ WELCOME RAMP CALCS-IBC 2009 Page 20 CALc, 1)7 Fog. Tyo ham. 5r T1e ki S. n -- h (:).1J5)(4. 2.5)(4.0) -t- 0.125X.15)0.7 C.) _ D, 42 q? ." .2.5(4.0) .r (1,75) = .1. /1.41 r "1? -1- 12 (J,;) „ „ T, = 41.0 ('.1E)+ .4.o(.z5)(o,Sd43) t .25('I•m) .150,75)p/57' ' 2 i2- 0,0052 2..0,0052 O4z4 f 6,/i/7 + Q, , n7 = WELCOME RAMP CALCS-IBC 2009 Page 21 (3. 4t 11f .r t' 2,c,1: VC r g06! --7-6,<L, Fy DSA I:: ci _ • •7 /3-1; "L. PEDESTn YYAttc 6157 /.1.1754.7- .1754., 7'/tai r-:_ /6-A) (F,; /A PL. - 7 ( l ( 4 11.t ' K Atio P 13enM 1L PLA rroRPA r Fc' l4 LL. 7() /PC ) ?.a0 ��cr WELCOME RAMP CALCS-IBC 2009 Page 22 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Adjustable Leg Design WELCOME RAMP CALCS-IBC 2009 Page 23 425 - 754 - 4 tot -_.41.1.. 4463— TE (s- ( 21152J 6 eq r, 7-(j 4ss,.i+V,r % " is :►w1Nci. /A: ..of F •!; 0. 1.., t. 4 (2 s �t/,,; r. Al c t,>s o f Yq sF�r t - D. /2$' Fr 27 Ms, V = 20, 2: `:": ( s:cmr A) O. I? &,25")( - 2 s,:e, j�2n. ��'�S� } = J, 2 ; '' = / 2 55 �6 /JNK. 1 (2.) Lt's. < / N7' A Fc);? A N;c, 0 r(j -' 2� 2/3 (1) , i4 K5 WELCOME RAMP CALCS-IBC 2009 Page 24 (9-) N7: 1 yx 't. /2 "l1 AX I$ ..7 • _4 i • • l bIxRIP_t;` • .. T6 ey, ne'A' ' e+ rs: 1 �: c:f. . 4076 -so 31,11 13 a n .. 5WT )'/:F A(itLfry b TNF l i lig a -I' Pa, NT A Tv Acc - pr 15 I) 2 6S r6 . C3,) W, t , I;C.C. Max. eFog(L Apps,l.D ayi/s x Ce CC'M f iR:. . _ 4o7, 73 gdoit, I. l/t F== 476.4 /vl9-zC /2q.xoIb< /265II! T e6.Foe, -fid' Past w,e.! FAh. /xi agt.,0,06 Pewee- To {ArNMln .. 1".. $11`eRr<..41 point T„ R: 1 ' .ice rte- nimh r"cdn, /4-1-1-owAgr.E CzCo, o✓F2t.A4v Foy ANY treci of T/f Aerv/otrls Pes'WI5 *'10'rQn rI..I_ • "Y WELCOME RAMP CALCS-IBC 2009 Page 25 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Alternate 7 -foot Landing Design WELCOME RAMP CALCS-IBC 2009 Page 26 c. t vo ri IS THE NEW L 2 r•N FOR A 7' SECT /oN it FON Iry e,_Lr Posr ,4Nt ztc:.:r 4.1:54.r tF'4.'v. l� fOP f: 110-.44/f!.'i :`:�.iO r •-,. = 0-05 C,,r a .v� +` . r;I ! 1, r • s ss s,:.': C /ink 7r//r Pct' /' ;Ji f 4ssLim rs r ri4.is -T r 7 r , S4r), fra7 4RY 45e c 4cr enY Posf TN Cetire R. New 0046/e Ample fOr Pe4A•, SetTia/I is A 1/XZ15'%4 0,79 le pia ceG'' Boci€' 7"O BoC�'. 7' S c TION tis /IV G r WELCOME RAMP CALCS-IBC 2009 Page 27 6;01 4re f�•: s. A • 5' p91r Load 0:,1427.y Tog ?.U2.5 6.25 FT2 ►oopre6t 7/751 be. serv:ce icerd per pcsf= 'fLi4. Mew Am610 sta? r) L'1t;s9.tivo cc.. E'z. rMy POs r Ne loo fAs x35: 4:12fr.2 __(ID keg, pas! i.e.e d r>- 35(79f3r f,;-rr bot e!- 2 G'Z2,16 Oo.0 ,sefebrc. NOT j'Pelad.'0y llegte /11tr' wi __ ='Fc Angle Pe t;reR Far , e - po.r &1r 70 WELCOME RAMP CALCS-IBC 2009 Page 28 (1YP)80rr CorineC t UN of ExaTrti9 Le95 1! i77 F/j(rfrnl7" icharmel s/, qPM car 4 •Ar /Ng we/ OR golf CONNG-'Ct/ON for ?, Omi .,Z WELCOME RAMP CALCS-IBC 2009 Page 29 1'pirar ,Dos- ck;cv/,Sr/ ,4/f r4p1-e 20-//-A p9 2.-2q6 p;po, 6: 6c 61 - r6 Ex rR US /ON.% r en..51oh fee, • 3$ is; fty = 3SA's; co,nrg,e,:0,-, Ft/ : 35 4.0 ch .c�,4- • [jt4 ; Z4ki' Fayr ea"5; FA Bo f f. 6r E- /0i/op i; 7r'(fc' w e er/ To di n5 1°5 ,"i see; /v4..t 1%," St . .12 AL /k#04.7 iriM s. puctrLSN6 LOW r cr Qu.1U;f •• ossumiQ,9 ieu 44 7l, ND 1...T fitr /''7: F. a S 2 •'rr . f• izal8 . 5655 erPc, 177 %)' ...1�yrr:rt le.e' .8` ;" <2�22�b /5`ssj X r'.I`7 2. ,+xZAL L©4D Ax,AL. 8 F012' NG sera„(e toads 2 71 . 3g5e es; 1 TE 11 3-. BEARING. olio.- (0.,p= 75 Iry rio l7 Beat;a4 -. R fla.•,%ac•.,r a..lk/ fa,T Sefc, dolor otea.,n ; r I / ,- `. ?%r t . 77.51' r' 6G r f x, 't C.b. 'II,�rGnrts . T io $a i s:' r b (. 373't •fr))2 A eflO � >r,,r < WELCOME RAMP CALCS-IBC 2009 Page 30 31Fm AXIAL Load On Rod A? 6¢s` -# ML CR4M/N6 OF BOLT , eg..> 1' r,rIW)• .YYiB:p Looa = 2627 /b 5giy P:: t fry- Is '1-5; . iw l -- :J7 F M 5, Base pin r,i 8rrio, f-' Sc -.;-e, ?Arc r. 2i?" 2fzz/b t/ i$ t CS psi Nor on 0 f cel/o ..1t f ' /Qatar. '/000 'so 4T "oor or ?7. 7 fps% rey a IE„ 8/ocr ; 1.78 If UOOo 65, (rig frt.) . 7l// /b > e'e 2 dl' WELCOME RAMP CALCS-IBC 2009 Page 31 • 7770.11 ,1. 1 1!., 'aA O«.. IAC 1. �1. Ord 1.•••• 1110.11021.0 1.0. • Pea lee4 na M .7 WELCOME RAMP CALCS-IBC 2009 Page 32 •Y 1,8 Results for LC 1, DL + Ped. Load Member Bending Moments (k ft) Reaction units are k and k•ft 0.2 0.3 0.2 WELCOME RAMP CALCS-IBC 2009 Page 33 • Member Data, Shape I Momper Label !Joint .1 Joint Rotate Section Mataid Phys End Releases Set Mems I -End .1 -End TOM AVM AVM End Offsets tnxtNe I'End J -End Code Lamp tint tial ft MI MI J46 N9 1 SEC2 AL Y 2.02 2 . `';SEC4•,";;; "Welcome=Ppm ;t.: AL tti^,. i=.'1. 385•ri 3.5 ,,,-M2.. it .:, 7 ,.'' .' _. NB' :..:. SEC3 `:SEOTki j7ALlijoi .897 1,2 •,i .,�� ; l!.. — e ;. - . ;, •. M2 t.y'!SE'C4:. i' =. e*. ;1'. 99 M3 -'ksM4" ._; N5 ..5.6,...:_ N6 NSA':, 1;1144: SEC3 ..SE 4.,:' AL SM. t;;:Y.1®'"'yrt.. 1111 0 -.0113 l',•''4'. .:is [ Illy jyY R4.,:.. h�_'. Pr'4 1 1,599 r..t~'Sllt..-.l4_,irt.4 - Negl ti. 3:5:41 , M3 N6A N7A 0 SEC4 AL Y % 2 °1 . .. 0 , ''° r-:=013 , . ' 01458:898;=t•= 3.5 0 .018 0' ' •;71 asr. +ii AL<z Ye a.t ..rt: 4 w 1 V. 'etr,• 1 0 a.1.5'. M7 N9 NB -.••2 } "' SEC2 AL £1 3 0 -.012 4257.720 Sections D:aso Materiel SA SA 1(90.270) (IM41 I(n,len) TIC 1'41 Or SE 1C Welcome Rani AL 1.438 i 2 1.2 .421 2.02 2 . `';SEC4•,";;; "Welcome=Ppm ;t.: AL tti^,. i=.'1. 385•ri o.. 2 -1',2.1+ 4,-...4:1:421,47, • , ..,,i.378 SEC3 TU2X2X2 Al .897 1,2 1.2 .513 .513 M2 t.y'!SE'C4:. i' =. e*. ;',•11/V.T.X10:Sa ,I..•a;;.,AL ' ,:•:: .:43,. ? `e .,,*1.2t, 1;1144: aaieylrr9.8.9 r ,•r, . :3'.9;•:-...1.'t 3 Member Deflections, By Combination LC Member tool Section v.TranuLMinn y.Ttanstalion (n) Uy Ratio 1 M1 1 0 0 NC ';" t ' 2 . 1i `_',t u0,ti,,. '1 i=:088 ?':w •3''•3035: ; i f 3 0 -.174 1377.517 -i' :4' , 1 :?r,J 0rc- , 0 ;t=M:214 / 0 `; .r,NC ;' { NC 1 M2 ,,•!t°,<;1 a •,,:i .. ±2,.. `i + .. -0.. ;i =x:013. �,r ... 4 ••' •?,r 3 0 -.0113 1187...1118p }�,, .71.11'x, [ Illy jyY R4.,:.. h�_'. Pr'4 1 4ti•vM1.I fi -A'i r..t~'Sllt..-.l4_,irt.4 - Negl ti. 1 M3 1 0 0 NC ?; : ." 'z .' ' % 2 °1 . .. 0 , ''° r-:=013 , . ' 01458:898;=t•= 3 0 .018 1187:118 1 n114 1 0 0 NC i *S•r:. t,r ;.,...iN , -.••2 } "' i'. i X1.0; ';ter A `i 41'S':si's' =C r 108 <'r=, 3 0 -.012 4257.720 m i;,.,--'''.. "'-.,,,:.'i.....,': .?. .'x43:,.. ,-_. ;A,01 'iir•&..iCj003 ,14. ....;.?4,1.N0.-',41`,4 i' NO-',41'yM5 M5 1 0 -.003 NC :277:.4 i':," , ,+2;, .i:-0,,,-.0 _ , !xfr.: i:;; _,,--:42 ..,29.'_'.-' 11-.1.` 1 3 0 .015 3103.087 r- rr7.... •s y '..'-',A'S',- . r' ::..7t;0 -:.;•'!,:`:'t; c0f .." i','Oi 'siNC V .; M6 1 0 0 NC lit• NIT 4,1!--1,;r4... Y'•r„ 3 4+^" 00, '-k;i.. t --T...4-10' -4,,,i. -.002 0 NC h ‘,.1.71 ...1.-..' h . i4 •, - - ," a-:003 • r 'rk0 *•s' - ' ..?NC ;..':•y: M7 1 0 -.214 NC WM S'i;,[i 7r t,', 7: s 01.4. L.« Oi- Ftiti 1,•:...i21.4 -'.:1-''i„.1377: '"_ 3 0 .086 3035.648 :.Z ,i' 1e"-...s.:,x..;' ... .. ../114, 1e .''-"'�;. ;L.:zti .4.} -.0 . " ::..., `.. at'''?'. WELCOME RAMP CALCS-IBC 2009 Page 34 Member Stresses, By Combination LC Monism L:+tiu :Sedan Axial Shear Gelding tap Banding Eat (ksi) (ksi) 1 M1 1 .135 21 -5.078 5.693 ' -,1..'.'..4 ._2' -'`:135`. .21• i 1":".-271 'i ' :304<<<. 3 .135 .21 4.5365 -5.085 /` ; r - i t y .1,11.:x' ,,':1.3 t: '4: d1t.2lNi 4.:9:3 . � ' fCA,. O:4.74dr,.^t: I" 1 M2 1 .279 .464 0 0 q iet ' . �';:,•, ;.2,, .4.:;279 7._.._ y :4 sC'4123u3': i 4-1 2412 ,.gt -n- -sem.-r•-:'.-t-:27Q' 3 .279 484 4.824 " 2' 48,�,'if. u":1.7�236`:fi _-4.824 74.2381."1r 1 M3 r 1 .279 :.r . }..2Jg _1'n!L ,484 �. 1: `� 1.:4B4fr+lil 0 r ,• . �=2'9A 2*�?r 0 ... :�,a:2412'- ��: "ms's _ .. . ''2'" _ 3 .279 -.464 -4.824 4.824 •s9.1,i•;:lfi ;..,1k -i ; 1'' ,4 '�: " :' • 9 t. '1 Pt..1: {Lg R!a:238 �-•' 464 X 4un57! 2238'�ia. 1 M4 1 0 579 0 0 1,-3.' " , ' 1. , P , ' ,,s..;,, , '.'+d..0 ..7.17.01 u .9.1`:48381.6e:. 43:3NW 3 0 -.435 .371 -1.479 , ' ".ti vi : r .-', • L 45'." ;ir10u :. , -.'"?',942. 4; ,kid:1�`4O1fr is "S`5777�"` 1 M5 !;,51;5 , ;.._ .....:2.; 1 0 t% '0 ;-2-s, .942 -1.401 5.577 43.5 371*".; =)V.479.V:: 7. f+ i.-1:,,t1...:7.7v:�jP1Q 3 0 -.072 .638 -3.331 :* f57$1 . NYF Ps6•tQ7Ar i.: 1 M6 1 1.812 0 0 0 •t-' .•,-s.; ',Y2 +-\ , 28 5:17...;01,:x;". 3 1.812 0 0 MW:C,.. :. 0 i!•3 ' 1..11-Ztt'.frht:%›� . r.iriE;1.4 ..1'41112'&7::T4, -10.z4f.'..f+°Ea )"..-.4 t1a ,73)0 -10.474 1 M7 1 .135 -.21 9.343 .4 v;; r r. ,. ;=,.P 7 .r2.72 i:' -i l3'$4, ..aurs,,A 4;5381t : 5;0$5�:i. 747:.3Y �" at �`:.{�_ t 3_L 35 _ rN''i-.. 13'S:�S�-S' -.21 -.271 .304 IV..r...+'.71,I,;tS4,078.: ; i.2:$.e931•4,1 WELCOME RAMP CALCS-IBC 2009 Page 35 • Section:RShapel Section Properties: Number of Shapes .• 2 Total Width = 4.014 in Tolal Height = 4.01 In Center, Xo =14.995 in Center. Yo = -1.605 In X -bar (Right) X -bar (Left) Y -bar (Top) Y -bat (Bot) =2.007in =2.007in =2.61 lin =1.393in Equivalent Properties: Area, Ax = 2.24 in"2 Inertia. ixx = 3.607 in"4 Inertia. lyy = 0.9487 in^4 Inertia, Ixy = 0.000 In"4 Torsional, J = 0.0304 in"4 Modulus, Sx(Top) n 1.378 inA3 Modulus. Sx(Bot) = 2.589 !VI Modulus. Sy(Left) = 0.473 in"3 Modulus, Sy(Right) = 0.473 in"3 Plastic Modulus, Zx = 2,492 in"3 Plastic Modulus. Zy = 16.794 In^3 Radius, rx =1.269 in Radius, ry - 0.051 in Basic Properties of Shapes in Section: Section Diagram Sh, No. Shope Factor Wroth Height Xo Yo Ax Ixx lYY in to In In irt"2 In"4 inm 1 Unequal L 1 2.00 1.00 14.60 -1.00 1.12 1.004 0.30 2 Unequal L t 2.00 4.00 15.39 -1.61 1.12 1,804 0.30 Additional Properties of Shapes in Section: 5h, No. Shape J Sx Sy Zx Zy rx ry 11144 111"3 Ire3 1M3 I A3 In In 1 UnequalL 0.0152 0.6905 0,1859 1246 0.533 1.269 0.517 2 Unequal L 0.0152 0.6905 0.1059 1246 0.533 1.269 0.517 Summary of Properties Sh. No. Socket Width Height Xo Yo n« Ixx IYY In In h In In"2 In"4 In^4 1 MStwiwl 4.014 4.01 14.995 -1.605 224 3.607 0.019 WELCOME RAMP CALCS-IBC 2009 Page 36 Calculation Procedure 1) Closed Shapes: The geometric properties for closed shapes are computed by using the Polygon method. All closed shapes are represented by closed polygons. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties the overall shape are computed by geometric summation of the properties of a trapezoid definad by projection of two consecutive points of the cross-section on to the x and y axis. 2) Open Shapes: The geometric properties for open (thin walled) shapes are computed by using the Polyline method. AM open shapes are represented by potytlnes. Curvilinear and circular shopen nr edges art represented by several straight line segments. The properties the overall shape are computed by geometric summation of the properties of a lino defined by projection of two consecutive points of the cross•section on to the x and y axis For details refer to the User's Manuel FOOTING SIZING CALCULATIONS 1) LOADING Dead Load= Live Load = Total Load, RAMP_TL= 7 psf 100 psf 107 psf 2) FOOTING ON SOIL Soil Allowable Bearing Pressure = 1500 psf 7' Platform Center Column, Area = 12.25 psf Max Load = 1311 # Min. Footing Area = 0.87 sf Footing Pad w/ minimum Size = 11.22 inch USE: 12 -INCH, MIN. SQUARE PAD UNDER COLUMN ON SOIL 3) FOOTING ON PAVEMENT (Based on 8 -inch Depth Pavement+Base) Allowable Bearing Pressure = 7' Platform Center Column, Area = Max Load = Min. Footing Area = Footing Pad w/ minimum Size = 8831 psf 12.25 psf 1311 # 0.15 sf 4.62 inch USE: 5 -INCH, MIN. SQUARE PAD UNDER COLUMN ON PAVEMENT WELCOME RAMP CALCS-IBC 2009 Page 37 r r f C 7 l `t 17 `,•• ., _ .175" Good- 107/3.S): 3 �7`• ,; :r'G t 5 ( 379.s%a) ( 1,0 l2) ' 384 00,100 r!.1a j ;'2.07'! , ; o " < .175 or- -- USE- - 1.781!+ T09F5 5TActrEo. WELCOME RAMP CALCS-IBC 2009 Page 38 Section:Sectionl Section Properties: Number of Shapes = 2 Total Width =1.781 In Total Height = 3.582 in Center, Xo = 0.00 in Canter. Yo = 0.00 In X -her (Right) = 0.891 in X -bar (Left) = 0.891 in Y -bar (Top) = 1.781 in Y -bar (601) =1.781 in Equivalent Properties: Area, Ax = 1.656 inA2 Inertia, lxx = 2.074 in"4 inertia, Iyy = 0.7612 InA4 Inertia, Ixy = 0.000 In^4 Torsional, J = 1.2688 in"4 ModuIu . Sx(Top) = 1.164 In^3 Modulus, Sx(Bot) = 1.164 in^3 Modulus, Sy(Left) = 0.855 in"3 Modulus, Sy(Right) = 0.855 inA3 Plastic Modulus, Zx = 1.568 InA3 Plastic Modulus, Zy = 1.029 in^3 Radius, rx = 1.119 in Radius. ry = 0.678 in Basic Properties of Shapes in Section: (Local Axis, for n=1) Sh, No. Shape Modular Width Knight Xo Yo Ax Ixx lyy Ratio(n) In In in In lis^2 in^4 in"4 1 Tube 1.00 1.781 1.781 0.00 -0.891 0.828 0.3808 0.3806 2 Tube 1.00 1.781 1.781 0.00 0.89 0.828 0.3806 0.3806 Additional Properties of Shapes In Section: (Local Axis, for n=1) Section Diagram Sh. No. Shape J Sx-Top Sy -Right Zx Zy ix ry in"4 In"3 In"3 roes 1n"3 in in 1 Tubo 0.6344 0.4274 0.4274 0.5144 0.5144 0.878 0.678 2 Tube 0.6344 0,4274 0.4274 0.5144 0.5144 0.078 0.878 Summary of Section Properties Sh. No, Suction Width Height Xo Vo Ax Ixx Iyy In in in In in"2 In"4 In^4 1 SectIon1 1.781 3.582 0.00 0.00 1.656 2.074 0.7612 WELCOME RAMP CALCS-IBC 2009 Page 39 e Calculation Procedure 1) Closed Shapes: The geometric properties for closed shapes are computed by using the Polygon method. All closed shapes are represented by closed polygons, Curvilinear and circular shapes or edges aro represented by several straight line segments. The properties of the overall shape are computed by geometric summation of the properties of a trapezoid defined by projection of two consecutive points of the cross-section on to the x and y axis. 2) Open Shapes: The geometric properties for open (thin walled) shapes are computed by using the Polyline method. All open shapes are represented by polylines. Curvilinear and circular shapes or edges are represented by several straight line segments. The properties of the overall shape aro computed by geometric summation of the propertios o18line defined by projection' of two consecutive points of the cross-section on to the x and y axis For details refer to the User's Manual WELCOME RAMP CALCS-IBC 2009 Page 40 WELCOME RAMP, INC. STRUCTURAL ANALYSIS Manufacturer Information - Planks WELCOME RAMP CALCS-IBC 2009 Page 41 dWd2I 3IAIOD'IRM 600Z Dal-SDIVD TRACTION TREAD LOAD TABLES Plank Description • Plank: Traction Tread Width: 1r Guage: 13 GA 2' Charms Hataht Se: - 0.27 InA3 Mmax 5335 13-01 2" Channel Height 2'-0 U D c D Ptd Ki/J C: 1 t ' CMnn4l HeEaht Se: 0.174 lriA3 Morax: 3438 Wirt 5'•0 6'-0 T.0 8'-0 10'-0 • 889 395 222 142 99 73 56 44 36 0.057 0.129 0.229 0.357 0.614 0.7 0.915 1.158 1.429 8e9 .593 445 358 298 254 222 198 178 0.045 0.103 0.183 _ 0.288 0.412 0.56 ,( 0.732 0.926 1.143 1 112" Channel Held 2'.o u D c 0 Notes: 3%0 4'-0 S-0 1 6'.0 r -o `-0 673 255 `---....143 _ 92 1 64 47 36 26 23 0.07 0.167 0.279 0.438 0.627 0.854 ' 1.115 1:411 1.742 573 362 287 229 191 164 143 127 115 0.056 0.125 0.223 0.348 0.602 0.683 0.892 1.129 1.394 U = Uniform Load psf C = Concentrated Load. psf D = Deflection, in. 1.)'Alloorable loads are based on the latest edition of AISI. 1986 Edition wi 12/1189 Addendum. 2) This labia is a Theoretical calculation of the allowable loads and deflections for the specified spans. There are no test results to verify the` aclural load carrying capabilities. This table should be used es a reference orry. 3.) Loads and deflections are based on side channel deftectbn only, and does not exeunt fa strut loading of the grating surface. dIn1F/21 SWOD1dM 600Z DHI-SDIVD TRACTION TREAD LOAD TABLES Plank Desct tiion Park Traction -Tread MIN 12" Guage: 11 GA r Channel Height Se: 0.541 inA3 0 Nmex: 10690 b -h 2" Cttiannet He ehi 2'-0 u 0 C D STA 1(5 112' Chartnali4eIgl0 Se: 0.331 inA3 MmaK: 6541 lb -in S'-0 6'-0 T-0 8'-0 9' 10'-0 1782 792 ( 4451 285 198 145 111 88 71 0.028 0.054 r 6.113 13 0.177 0254 0.346 0.452 0.572 0.706 1782 1158 891 713 594 509 445 0.382 396 0.458 356 0.565 0.023 0.051 0.09 0.141 ' 0.203 0.277 1112• Channel }leleht u 0 C 0 Notes: 2•-0 3 -o 4%0 W-0 6'4 r-0 8'-0 W-0 10.-0 1090' 484 273 174 121 89 as 54 44 0.035 0.079 0.14 0219 0.315 0.429 0.561 0.71 0.876 1090 727 545 436 363 311 273 242 218 0.028 0.063 0.112 0.175 , 0.252_ 0.343_ 0.449, 0.566 0.701 U = Uniform Load, psf C = Concentrated Load, psf 0 = Deflection, in. 1.) Allowable toads are based on the latest edition of AISI, 1988 Edifion wl 12/11189 Addendum. 2.) This table is a theoretical calculation of the allowable loads end defVectians for the specified spars. There are no lest results to verify the achiral load carrying capabillt es. Ns table should be used ase reference only. 3.) Loads and deflections ere based on side channel deflection only, end does not account for strut loading of the grating surface. r C 90 r M n� fF .I—"N `I1{,byif r'f'l16111-14rr, i' 1 Y -. Y r n .pair 1'1, '? r�`� r iese �■�1r 'awn a pr,' • tat r't ,r' {4''1 ! +t ( �r 1,�`'•y��l,�?t f��''I rlla'r�'idi� rt�1 1iI` J!1 �✓41, `!r ill ' t %! ' M?i "'�'4,tr. I{ j f,r, i �r .t; ,, 4l ., r I� lt't�d't t%r1i��. r 2, r. 94. r 7,I !r rqI, t f tr+k, 't '.':'1 ifitu��' b f,Yj,� r kl l r trlr t!j{fi! fly 4+�NJ N` f4i' M u.�rti',►� si,-, h f s � i ifr �r fj (r'vi'!f r f S ; i N"anchore,ffic LIMITED WARRANTY Minute Man Anchors, Inc. warrants its product is free from defects in materials and workmanship at the time of installation when properly installed in accordance with the installation instructions. THE FOREGOING WARRANTY IS IN LIEU OF ANY OTHER WARRANTY, WHETHER EXPRESS OR IMPLIED, WRITTEN OR ORAL, INCLUDING ANY WARRANTY OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. ANY LIABILITY IS EXPRESSLY LIMITED TO AN AMOUNT EQUAL TO THE PURCHASE PRICE PAID, AND ALL CLAIMS FOR SPECIAL, INCIDENTAL AND CONSEQUENTIAL DAMAGES ARE HEREBY EXCLUDED. Minute Man does not assume any other liability or obligation in connection with the sale or use of this product. If the product is defective at the time of delivery or installation and you give prompt notice to Minute Man no later than thirty (30) days of attempted installation of the defect, Minute Man, at its option, will replace the product at no cost or refund the full amount of the purchase price, provided the defective product is returned to Minute Man with proof of purchase at the address set forth below. PRODUCT REPLACEMENT OR REFUND IS YOUR SOLE AND EXCLUSIVE REMEDY. This warranty extends only to the distributor and original installer of the product and does not cover a defect resulting from abuse, misuse, neglect, repairs, any use not in conformity with the printed instructions or installation by unauthorized personnel. This warranty gives you specific legal rights, and you may also have other legal rights which vary from state to state. Some states do not allow limitations on implied warranties or special, incidental or consequential damages, so the foregoing limitations may not apply to you. If you have a claim under this warranty, please contact our CUSTOMER SERVICE department (have model and type numbers available): CUSTOMER SERVICE Toll Free In the U.S. 1-800-438-7277 1-828-692-0256 OR WRITE TO: Minute Man- Customer Service 305 West King Street East Flat Rock, NC 28726 To our knowledge, the information provided in and by the independent, professional engineers' reports and certifications and obtained from other independent sources contained in the installation instructions and product manuals is accurate. However, Minute Man Anchors, Inc. cannot assume any liability whatsoever for the accuracy or completeness thereof. Final determination of the suitability of any information or material for the use contemplated is the sole responsibility of the user. Specifications are subject to change without notice. The load ratings established in the report are not valid in any application where the use of the product would overload any structural member of the home or foundation, 2007 To Our Customers: These Installation Instructions are provided as a source of reference and installation information. Minute -Man Anchors, Inc., having pioneered anchoring for the manufactured home industry, continues in our efforts to provide new and innovative products. In so doing, we are committed to the highest quality made materials, workmanship and total customer satisfaction. If you are a longtime Minute -Man customer, "Thank You" for your continued trust and patronage. If you are a new customer, "Welcome!" we look forward to serving you in this ever growing industry. Table of Contents Installation 1 Strap Tensioning 1 Stabilizer 2 Cross Drive 2 Properly InstalledAnchor and Connection 3 Locking Frame Clamp II 3 Frame Tie to Anchor 4 Frame Tie Instructions 4 E -Z Anchor Installation 5 NU -Concept Anchor Installation 6 GW -2 Anchor Installation 7 Mobile Home Pier Installation Instructions 8 Concrete Anchor Installation Instructions 9 E -Z Joist Brace 10 Wind Zone Chart 10 Soil Classification 11 Product Description 12-13 Approval Letter 14 West Coast Approval 15-16 Longitudinal Lateral Bracing System 17 Strap Crimping 18 Product Photos 19-20 Note: Prior to installation, refer to any local, state and federal regulations, to assure proper compliance. Soil test probe the anchor location in order to match the soil classification with the proper anchor. Questions? Regardless of your level of association with the Manufactured Housing market, if you have questions or we may be of service, please contact our office. 1-800-438-7277 FAX: (828) 692-0258 You can also find further information at our website: www.minutemanproducts.com Table of Contents Installation 1 Strap Tensioning 1 Stabilizer 2 Cross Drive 2 Properly InstalledAnchor and Connection 3 Locking Frame Clamp II 3 Frame Tie to Anchor 4 Frame Tie Instructions 4 E -Z Anchor Installation 5 NU -Concept Anchor Installation 6 GW -2 Anchor Installation 7 Mobile Home Pier Installation Instructions 8 Concrete Anchor Installation Instructions 9 E -Z Joist Brace 10 Wind Zone Chart 10 Soil Classification 11 Product Description 12-13 Approval Letter 14 West Coast Approval 15-16 Longitudinal Lateral Bracing System 17 Strap Crimping 18 Product Photos 19-20 Note: Prior to installation, refer to any local, state and federal regulations, to assure proper compliance. Soil test probe the anchor location in order to match the soil classification with the proper anchor. Note: Prior to Installation, refer to any local, state and federal regulations, to assure proper compliance. Soil test probe the anchor location in order to match the soil classification with the proper anchor. #VU46 M4tanchors® Warning: Before ground anchor installation, ANCHOR INSTALLATION determine that the anchor locations around home will not be close to any underground electrical cables, water lines or sewer piping. Failure to determine the location of electrical cables may result in serious personal injury. There are two basic methods of installing anchors, each equally effective in properly LI securing manufactured homes to the ground. CAUTION: The installation of anchors with a drive machine is a two person operation. MACHINE INSTALLATION In this method, the anchor is turned to full depth into the ground by an anchor drive machine. 1. 2. 3. Attach anchor to machine. Placed anchor in proper position in line with strap and machine. Anchor should be installed at a slight angle as shown to assure head being positioned behind future skirting. 1. MANUAL INSTALLATION A hole is dug to a depth of approximately 1/2 the length of the anchor, in the proper position as explained under machine installation. After the hole is dug to 'A the length of the anchor, then the anchor is turned into the ground by hand, using a rod or length of pipe for leverage or by machine. After anchor is installed full depth, earth is repacked, six inches at a time. PROPER TENSIONING OF STRAP TO ANCHOR HEAD Insert bolt into head; attach nut loosely. Insert strap in slot of 5/8" bolt until strap is flush with far side of bolt. 2. Bend strap 90°and take at least three complete turns on bolt until strap is taut. 3. Bolt is turned with 15/16" socket wrench, or adjustable wrench, on hex head. With square hole in anchor head, hold bolt under tension while repositioning wrench: Place open-end wrench on 5/8" square shoulders of bolt. Align square shoulders of bolt with square hole in anchor head. Holding hex head of bolt in position, tighten nut to draw square shoulders into square hole. Shoulders are now in locking position; continue to tighten nut. Tensioning device is now in locked, secure position. Note: The tensioning bolt can be inserted in the head from either side. Notice: In areas of severe cold weather, where possible damage could occur from frost heave, 4. the homeowner should be prepared to adjust tension on the straps to take up slack. 1. MINUTE MAN ANCHORS, INC. INSTRUCTION FOR USING MINUTE MAN STABILIZING DEVICE Minute Man stabilizing devices are designed for use with Minute Man anchors and intended to laterally restrict movement of the anchor through the soil. Before Pretensioning Strap 4" 2" for 4" disk anchor 4" for 6" to larger disk anchor Stabilizer Plat Ground Anch 1. Place the anchors approximately four inches to the inside of the exterior wall line of the home or a sufficient distance to avoid interference with the skirting (see above) 2.Hold the anchor at an angle of approximately 10 degrees off of vertical so that the head of the anchor is just outside the sidewall (see above) 3.Install the anchor to a depth of approximately one-third (1/3) the anchor length. After Pretensioning Stabilizer Plat Ground Anchor —♦ 4. Place a stabilizer plate to the inside of the anchor shaft (side of shaft toward center of house) and the distance indicated from the shaft. 5. Drive the stabilizer plate into the ground until the top of the plate is 1" below the surface of the ground. 6. Install the anchor to its full depth. 7. Pretension the anchor by pulling it up to the stabilizer plate. Pull the anchor approximately 1/2 inch more while it is in contact with the plate using the strap and take-up bolt to move the anchor head. Vertical Tension Horizontal Tension Installation Instructions for Cross Drive Rock Anchor INSTALLATION INSTRUCTIONS Drill 5/8" diameter hole 5 1/2" deep, in center of anchor location, for pilot stud. Insert pilot stud into hole. Drill two - 3/4" diameter holes in rock at 45 degree angles, using anchor head as a locating guide. Place rod through top of (1) square tube and into hole. Drive rod to desired depth. (Rod must be driven into rock at least 80% of its length in order to achieve minimum allowable pullout resistance.) Place second rod through top of remaining tube. Drive rod to desired depth to lock. Maximum pullout resistance is developed when anchor head is low as possible and ground surface is solid rock. Distance from square tubing to rock surface should not exceed 1". 2. IN LINE INSTALLED AND CONNECTED GROUND ANCHOR AND FRAME CONNECTION Home 1 Beam Frame Main —0 Beam Anchor and strap in straight line Ground Anchors less than 48" in length should not be installed in line with the pull. Diagonal frame tie-straping MAX 45°' Install anchor to full depth (i.e., completely to head) Stabilizer Head Figure 2 For those homes which are designed to require only diagonal frame ties, the MAX 45° anchor can be installed in line with the ties. Figure 1. Another accepted way to limit lateral Figure 3 deflection is by use of a tested and g approved Metal Stabilizing Device. Figure 2 and 3. In Figure 2, the Stabilizer is a part of the anchor. In Figure 3, the plate is driven in front of the anchor's direction of pull and will act to minimize the anchor rod deflection. See Top of Page 2. % x 1" Grade 5 Bolt & Nut LOCKING FRAME CLAMP II MMA -33 ASSEMBLED UNIT `►��+��I13 Locking Clip 4 4 Minute Man Strap w/Radius Clip To Anchor Home Frame Pivot Clip must not vary more than 10 Deg. from Perpendicular to Beam. 3. FRAME TIE TO ANCHOR Frame Clamp with Strap 00 r Manufactured Home Ground Level -117 I Beam Frame •/— If this angle exceeds 45°, frame clamp with strap must be added to the opposite beam as indicated by the dotted lines. Proper earth anchor with stabilizer for soil condition (or approved alternate i.e. E -Z Anchor) FRAME TIE INSTALLATION INSTRUCTIONS Frame Tie With Buckle Single Slot Buckle With Strap Frame Tie With Hook 011111*).111 -Iriiii 1. 2. -� J �. floor Floor _ I Boa in &oAnchor I lase 1 Thread sufficient length of frame tie s rap through buckle as shown. = To Anohor �frame ill 3. Next, thread long end of strap between and floor of home. Bring strapEnlarged around frame and back through buckle asEnlarged snows in diagram and fasten to ancnorFrame head.Place Diagram showing strap in position around frame and through buckle. It is important to remove all slack from system. View of Beam Frame Clamp (Hook) inside top flange of home frame. Bring strap around frame. Place strap between frame and home as shown in sketch. Pull strap tight and attach to anchor tension head. View of BeamFrame buckle at to of anchor side ofAttach beam, p passstrap around beam and through buckle. Pass strap back around beam and through buckle to anchor. Strap will wrap beam twice. Remove all slack from system. Note: Use of a single buckle is an appropriate alternate. 4. E -Z ANCHOR INSTALLATION METHOD Note: With machine installation, a Minute -Man adapter designed to fit both the anchor head and drive machine shaft is available. Installers do not need additional or special equipment for E -Z Anchor Installation. E -Z Anchors are a patented item. 1. MACHINE INSTALLATION The drive machine is started and the anchor is turned into the ground to a point where the top (stabilizer head plate) is flush with or slightly below ground level. This assures that the E -Z Anchor Stabilizer will be at its required installation position. See Figure A. To achieve full potential, install the E -Z Anchor vertically. A 10° deviation from vertical is acceptable. See Figure A. Note: A slightly greater angle may be used to start anchor to avoid contact with the home and straightened as anchor is ground set. The splitbolt is inserted, strap is fastened, and tightening adjustment made. E -Z Anchor carries U.S. Patents and manufacture is exclusive to Minute -Man Anchors, Inc. 2. STANDARDS FOR INSTALLATION • E -Z Anchors and all components are to be installed per manufacturer's instructions. • E -Z Anchors are approved for designated Soil Class III, IV. • E -Z Anchor working load capacity is 3,150 pounds for a single tie or the load of (2) ties combined.. See Figure B. • Consult manufactured home set up instructions for number of frame tie downs, over the roof tie downs and tie down spacing. • Proper site preparation requires removal of grass and sod prior to installation. For additional information, copies of engineering test(s) and report, Contact Minute -Man Anchors, Inc. 5. �■ rr � .r �.�.�►tea-� r i , /tfdr Nag Anchors, inc. INSTALLATION NU -CONCEPT ANCHOR CLASS 3&4 Patent Pending The Nu -Concept a stabilizing and, rotate in all directions cap, rotates down soil and lateraily'restricts Anchor combines a patented elongated hole in the tension head with compaction cap. When combined with a grade 5 bolt, the anchor will allowing adjustment to uneven terrain. Under load conditions the ward in the direction of the pull, causing a double compaction of the movement of anchor through the soil. I. Attach stabilizer/ the cap over the hole in tension head. compaction cap to the tension head of the anchor. This is done by sliding top of the tension head, aligning 9/32" holes in cap with 1 /4" elongated Insert 1 /4" x 2-1 /4", grade 5 bolt (included). Hand tighten. Cap must be installed at any See Cap Figure.A time prior to ground contact. and Tension Head Figure B. Figure A 9 (TOP) Figure B Clop 0❑ Class 3 - 4430 NU 3/4 (BOTTOM) Class 4 - 4636 NU 7/8 Stabilizer/ Compacting Head 11. The Drive Machine is started and the anchor is turned into the ground to a point where the bottom of the tension head is at or slightly below ground level. This insures maximum soil compression by the cap. See Figure C. Engineered to allow ground Figure C anchor to be installed at a slight back angle of 15 ° r. 4' Class 3 - 4430 NU 3/4 Class 4 - 4636 NU 7/8 Stabilizer/ Compacting Head 111, Anchor is pre -loaded. Pre -load causes the cap to rotate downward in the direction of pull, further compacting the soil and presenting a larger surface area, resisting both horizontal and vertical movement. See Figure D. When used with rigid support tubes, rather than strap systems, pre -loading is not required. ` . ` ` ?* . Figure D , s `! ,.; j Y' ° "' 1 Note: A special adapter is available to insure against tension head and bolt damage. itri 6. O J,._ CW -2 SU CC C I[ IIJ1F aNCUorz INSTALLATION CLASS 2+3 Patent # 6,871,455 The Nu -Concept GW -2 Anchor combines a patented elongated hole in the tension head with a stabilizing and compaction cap with drive rod guides. When combined with a grade 5 bolt, the anchor will rotate in all directions allowing adjustment to uneven terrain. Under load conditions the cap, rotates down ward in the direction of the pull, causing a double compaction of the soil and laterally restricts movement of anchor through the soil. Turn cap to position the drive rod guides facing away from the home. Insert 30" rods and drive to full depth into the soil. 1 Attach stabilizer/compaction cap to the tension head of the anchor. This is done by sliding the 'cap over the top of the tension head, aligning 9/32" holes in cap with 1/4" elongated hole in tension head. Insert 1/4" x 2-1/4", grade 5 bolt (included). Hand tighten. Cap must be installed at anytime prior to ground contact. See Cap Figure A and Tension Head Figure B. Figure B ❑ ❑ 0 II. 111, Anchor is pre -loaded. Pre -load causes the cap to rotate downward in the direction of pull, further compacting the soil and presenting a larger surface area, resisting both horizontal and vertical movement. See Figure D. When used 'with rigid support tubes, rather than strap systems, pre -loading Is not required. The Drive Machine Is started and the anchor is turned into the ground to a point where the bottom of the tension head is at or slightly below ground level. At this point, the drive rod guides on the top of the cap should be slanted away from the outer wall of the home allowing the installer to drive the rods from the outside of the home. This Insures maximum soli compression by the cap. See Figure C. Engineered to allow ground anchor to be installed at a slight back angle of 15 ° Note: A special adapter Is available to Insure against tension head and bolt damagE 7. Revised 3-14-07 INSTRUCTIONS FOR USING Afe*aeanchors :..G MOBILE HOME PIERS MINUTE MAN ANCHORS 28726 TR# 8524 RATED 6000 LBS 3 TO 1 SAFETY FACTOR RATED 8000 LBS 2.25 TO 1 SAFELY FACTOR 2' MAX EXTENSION WARNINGI DO NOT USE TO JACK HOME The manufactured home shall be installed and leveled by qualified contracting personnel who are acceptable and licensed by the governing authority. Minute Man piers are designed to SUPPORT mobile homes and are not to be used for raising or lowering the home. Minute Man piers should be placed directly under the main support frames on both sides of the home spaced in accordance with the home manufacturer's instructions. MINUTE MAN PIER SET-UP PROCEDURES Designed and manufactured for use under mobile and manufactured homes and commercial structures, the support pier is best suited to a dry environment. Minute Man piers are not recommended for use within 1500 foot of a coastline or in an application where the base of the pier would be immersed in water. All support piers must be attached to the I -beams with an appropriate pier head, to prevent horizontal movement. 2 Use hydraulic jacks or other suitable devices to level the chassis beam of the home. Be sure to use sufficient jacks and safety blocking to safely support the home before installing support piers. Level the chassis using a water level or other leveling device for accuracy. Aller the chassis is leveled using hydraulic jacks and levels, you may begin to install the support piers. 3 Using the appropriate pier for the installation, determine the pier height that will be best for each individual pier location and insure that the height to the bottom of the chassis beam is no greater than 36 inches. Insure that the pier caps are appropriate for the type of chassis beam or for the marriage line. 4 Prepare a level surface at the location of each pier. Use coarse sand or gravel, if necessary to prepare the surface so as to have full contact for the footing pad. The surface of the footing pad needs to be high enough to insure that the base of the support pier does not come into contact with any drainage water that may be present under the home. Do not set a footing pad on organic material. Use the appropriate type and size of footing pad for the load required. Refer to the home manufacturer's installation manual for specific loads and footing sizes; and to the governing authority in the locale in which you are installing. 5 Locate the support pier on the footing pad, making certain to center the support pier on the pier pad. Where required by local code, secure the support pier to the footing pad with appropriate fasteners. In no case are you to extend the threaded rod adjuster more than 2 inches. When more height is needed, use the next taller size support pier. Carefully align the support pier under the chassis beam or marriage line and install the pier head. Tighten and snug plus one-half turn. 6 Repeat this installation process with each pier. Aller all support piers are installed, you may then remove the safety blocking and hydraulic jacks used to initially level the chassis. 8. CONCRETE ANCHOR INSTALLATION INSTRUCTIONS 210 PDH CONCRETE ANCHOR DOUBLE HEAD SLAB ANCHOR MINIMUM HORIZONTAL STRAP ANGLE OF 15° 3000# CONCRETE NOT TO SCALE ANCHOR 2.84 Re.. x36.1 — 4* (MIN) NOTES: 1. MINIMUM ANCHOR EMBEDMENT = 6" 2. MAXIMUM VERTICAL LOAD PER ANCHOR = 4725 Ib. 3.150 Ib. WORKING LOAD 3. MINIMUM SLAB PER ANCHOR: 4' SLAB = 95 S.F. 6' SLAB = 65 S.F. 8' SLAB = 48 S.F. 4. MARK: MMA -14 NOTE: Your set must be designed by a Registered Professional Engineer if the location is within 1500 feet of the coastline. The allowable working Toad on concrete anchor models 210 PDH, THDHLS, and 210 JDH is 3,150 pounds vertical for single or double ties in 3,000 PSI concrete. There must be a minimum 4" of distance from the edge of the concrete to the center of the anchor shaft. THDHLS CONCRETE ANCHOR DOUBLE HEAD TENSION DEICE MMA -18 4' (MIN) 4 •1 5/8' SHIELD MINIMUM W/ 1/2" x 3-1/2" BOLT KOFD( BRAND OR EQUIV. 3000# FIBER MESH CONCRETE 1. MAXIMUM VERTICAL LOAD PER ANCHOR = 47251b 3,150 lbs. WORKING LOAD. 2. MINIMUM SLAB AREA PER BOLT 4" SLAB = 95 S.F. 6" SLAB = 65 S.F. 8" SLAB = 48 S.F. 3. MARK: MMA 18 INSTALLATION NOTE 1. DRILL 21/32" DIAM. HOLE 4" FROM EDGE OF SLAB AND INSERT SHIELD 2. PLACE TENSION HEAD ON SLAB AND INSTALL 1/2' DIAM. SHIELD BOLT 210 JDH CONCRETE ANCHOR DOUBLE HEAD SLAB ANCHOR 210 JDH 5/8' ROD ❑ MMA -42 ❑ 2-4 BARS x3E L USE OPTIONAL CLIP TO SUPPORT ANCHOR AROUND RE -BAR WHILE POURING Revised 3-14-07 9. 1/8' PLATE aa ' 4 °• Inmry 1. MINIMUM ANCHOR EMBEDMENT = 6' 2. MAXIMUM LOAD PER ANCHOR = 4725 ib. 3. MINIMUM SLAB PER ANCHOR: 4" SLAB = 95 S.F. 6" SLAB = 65 S.F. 8"SLAB =48 S.F. 4. MARK: MMA 42 New Minute Man EZ Joist Brace • Ideal for supporting sticky doors and windows, heavy pianos, fish tanks, or waterbeds. ▪ EZ to install, one adjustable size fits most homes. • Will not bend I -beams or split rim joist like out- riggers can do. • Braces from the ground up to the rim joist for stronger and more stable support under the home. INSTALLATION INSTRUCTIONS JVOTE; Do not use the EZ Joist Brace to replace any foundation piers required by the home manufacturer. EZ Joist Braces'maximum working load is 1,500 lbs 1. Determine the rim joist area that needs bracing. 2. Remove turf to expose firm soil at each EZ Joist Brace location. Footing must be level, directly under problem area, and located inside perimeter to allow clearance for skirting. Footings must be in compliance with home manufacturer, state codes, local codes, and frost line guidelines as they may apply. 3. Measure distance from top of footing to bottom of joist Square cut top of tube 1" less than measured distance. 4. Tum nut on threaded rod up to "T" plate. Place "T" top into EZ Brace Joist Tube. 5. Center EZ Joist Brace under the rim joist and in the center of footing, use your level to be sure the brace is vertical. 6. Adjust nut on "T" top to apply desired pressure to level rim joist. Secure T top to rim Joist with 2 - # 10 nails or 2 - # 10" x 2" screws in holes provided. The maximum safe adjustment between the top of "T" top piste and top of tube Is 2 1/2 Inches. DESIGN WIND -LOAD ZONES: 111114.11111b1 it 1 Alt augiartti AK ...Zone 111 Source: Manufactured Home Construction and Safely Standards- Part 3280.305 HI Zone 111 ° Zone 111 e ZoIne 11 firgliZr1 o *#(4;47.477 Zone III Zone II Zone 1 Zone 1 Zone 11 Zone 1 Zone 1 Zone 11 Zone 111 Design Wind -Load Zones: Standard Wind Zone I 1 Hurricane Zone II Hurricane Zone III + 5 psf Horizontal ±39 psf Horizontal 47 psf Horizontal Note: psf: pounds per square foot 9 psf uplift* 27 psf uplift 32 psf uplift *net uplift Note: Prior to installation, refer to any local, state and federal regulations, to assure proper compliance. Soil test probe the anchor location in order to match the soil classification with the proper anchor. 10. For tie down strap and anchor spacing. See the Mobile Home Manufacturers Installation Manual. Each state, county or municipality may require a specific anchor from the groups shown for each soil classification. Check local regulations before installation. Note: • Soil test probe the anchor location in order to match the proper anchor with the soil classification. • Stabilizer plates or certified stabilizing device must be used with anchors when anchors are used to resist horizontal forces. • The distance from the end of the home to the first anchor must not exceed 2'- 0". • All homes located in Wind Zones 11 and 111 must have a vertical tie installed at each diagonal tie location. SOIL CLASSIFICATION CHART Soil Class 1 Soil Description Sound hard rock Blow Count (ASTM D1586) NA Test Probe Value NA Recommended Minute Man Anchor Cross Drive or Rock Anchor 2 . Very dense &/or cemented sands, coarse gravel and cobbles, caliche, preloaded silts, and clays. 40 -up 551 Ib. in. Up 4430DH 650DH 4430 EZDH 4636 EZDH 636 EZDH GW -2 12" Stabilizer Plate Nu -Concept Stabilizer Cap 3 Medium dense coarse sands, sandy gravels, very stiff silts, and clays. 24-39 351 to 550 Ib in. 636 DH 4430 EZDH 650DH 636 EZDH 4430DH 4636 EZDH 4636 DH 650 EZDH GW -2 12" Stabilizer Plate Nu -Concept Stabilizer Cap 4(a) Loose to medium dense sands, firm to stiff clays and silts alluvial fill. 18-23,3 276 to 350 Ib. in. 4636 DH 4450DH 650DH 4636 EZDH 4636 NU Concept Stabilizer Cap 12" Stabilizer Plate 4(b) VERY loose to medium dense sands, firm to stiff clays and silts, alluvial fill. 12-17 175 to 275 lbs. in 760DH 860DH 1060DH 17" Stabilizer Plate Remember: Each state, county or municipality may require a specific anchor from the groups shown for each soil classification. Check local regulations first. Soils less than 4B, see home manufacturer's instructions. Note: Many anchors are designed for particular soil condition(s) and are unacceptable for use in other type soils. We have listed the soils for which each anchor is designed and approved. Soil classifications are taken from the "standard for the installation on mobile homes". Part 3280 each anchor model listed has been tested by an independent professional engineer to meet ANSI A225.1 and ASTM D3953.91 codes. Revised 3/14/07 Following is a list of Minute -Man Anchors with an allowable working load equal to or exceeding 3,150 lbs. and are capable of withstanding a 50% overload (4,725 lbs. total). Stabilizer devices must be used with anchors when anchors are used to resist horizontal forces. HUD Part 3280.506(f) ITEM MARK MODEL DESCRIPTION USE IN SOIL TYPE 1071 1101 1131 1241 1271 1349 1350 1390 1287 1288 1291 1346 1284 1282 1312 1592 1593 1594 1596 1598 1599 2390 2391 1420 1450 1445 1321 1322 2200 2202 2211 2691 2820 2822 MMA -2 MMA -4 MMA -28 MMA -30 MMA -6 MMA -35 MMA -8 MMA -BR M MA -86 MMA -71 MMA -75 MMA -52 MMA -55 MMA -50 MMA -57 MMA -92 MMA -93 MMA -94 MMA -96 MMA -98 MMA -99 MMA -18 MMA -18 MMA -12 MMA -14 MMA -42 MMA MMA MMA-SD2A MMA-SD2 N C1 MMA -29 MMA -31 MMA -34 650 -DH 5/8" 650 -DH 3/4 636 -DH 3/4 4430 -DH 5/8 4430 -DH 3/4 36-XDH 48-XDH 24 BA 860 -DH 3 /4 1060 -DH 3/4 760 -DH 3/4 4636 -DH 3/4 4450 -DH 3/4 4442 -DH 3/4 4636 NU 7/8 4430-EZDH 3/4 4636-EZDH 3/4 636-EZDH 3/4 650-EZDH 3/4 6650 EZVDH 3/4 8860 EZVDH 3 /4 THDH THDHLS 210 -DH 210 -PDH 210-JDH G W1 G W2 FCIIW/S FRAME TIE FRAME TIE 6" DISC, 50" ANCHOR 6" DISC, 50" ANCHOR 6" DISC, 36" ANCHOR DOUBLE 4" DISC, 30" ANCHOR DOUBLE 4" DISC, 30" ANCHOR 36" CROSS DRIVE ANCHOR 48" CROSS DRIVE ANCHOR BARB ROCK ANCHOR 8" DISC, 60" ANCHOR 10" DISC, 60" ANCHOR 7" DISC, 60" ANCHOR 4" & 6" DISC, 36" ANCHOR DOUBLE 4" DISC, 50" ANCHOR DOUBLE 4" DISC, 42" ANCHOR 4" & 6" DISC, NU CONCEPT CAP DOUBLE 4" DISC, 30" EZ ANCHOR 4" DISC, 6" DISC, 36" EZ ANCHOR 6" DISC, 36" EZ ANCHOR 6" DISC, 50" EZ ANCHOR DOUBLE 6" DISC, VERT. STABILIZER DOUBLE 8" DISC, VERT. STABILIZER DOUBLE HEAD TENSION DEVICE DH TENSION DEVICE W/LAG CONCRETE ANCHOR WET CONCRETE ANCHOR SWIVEL HEAD WET CONCRETE ANCHOR G W 1 ROCK ANCHOR G W 2 SOIL ANCHOR STABILIZER- 12" STABILIZER- 17" NU CONCEPT STABILIZER CAP FRAME CLAMP II W/STRAP LONGITUDINAL FRAME TIE -8 BOLT LONGITUDINAL FRAME TIE -4 BOLT 2,3,4(a) 2,3,4(a) 2,3 2,3 2,3 1 1 1 4(b) (Fla.) 4(b) 2,3,4(a),4(b) 2,3,4(a) 2,3,4(a) 2,3 2,3,4(a) 2,3 2,3,4 2,3 2,3 2,3,4(a) (Fla.) 4(b) (Fla.) SLAB SLAB SLAB SLAB SLAB 1 2,3 2,3,4(a) FLA. 2,3,4(a),4(b) 2,3,4(a) FLA. Revised 3/14/07 12. ITEM MARK MODEL DESCRIPTION USE IN SOIL TYPE 2700 2801 2704 2706 2709 2010 2510 2530 2491 2492 2150 2100 2250 3006 3008 3010 3012 3014 3016 3018 3020 3022 3024 3026 3028 3030 3521 3530 3539 3544 3553 3510 3534 3536 MMA -32 MMA -33 MMA -71 MMA -71-C MMA -71-C MMA MMA -25 MMA -32 MMP -6 MMP -8 MMP -10 MMP -12 MMP -14 MMP -16 MMP -18 MMP -20 MMP -22 MMP -24 MMP -26 MMP -28 MMP -30 MMSD3 MMAST MMLBT MMLBT MMLBT MMLBC CAF CFW BUC/WS FCII (LOCKING) CT/WS CT/WS CT/WS SBN 22 BUCKLE SS BUCKLE 44 RB 66 RB POCKET PENETROMETER SOIL TEST PROBE JACKING PLATE 6" PIER 8" PIER 10" PIER 12" PIER 14" PIER 16" PIER 18" PIER 20" PIER 22" PIER 24" PIER 26" PIER 28" PIER 30" PIER 20" STEEL PIER PAD 60" LATERAL TUBE 39" BRACE TUBE 44" BRACE TUBE 53" BRACE TUBE BEAM CLIP W/B&N CONCRETE DRY SET CONCRETE WET SET BUCKLE W/STRAP LOCKING FRAME CLAMP I1 CORNER TIE W/STRAP CORNER TIE W/STRAP CORNER TIE W/ REG. STRAP STRAP BOLT & NUT DOUBLE SLOT BUCKLE SINGLE SLOT BUCKLE 4X4" ROOF BRACKET 6X6" ROOF BRACKET POCKET PENETROMETER SOIL TEST PROBE I BEAM JACKING PLATE STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER STANDARD MOBILE HOME PIER LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM LONGITUDINAL AND LATERAL BRACING SYSTEM Revised 3/14/07 13. ROD M. HUDGINS, JR. P.E. PA. 801 5171 ASNEIIILLE, NA21118-5171 JANUARY 8, 2007 MINUTE MAN ANCHORS, INC. 305 WEST KING STREET EAST FLAT ROCK, N.C. 28726 DEAR SIR: I HAVE ANALYZED DESIGN DRAWING, PHYSICAL TESTING REPORTS AND INSTALLATION INSTRUCTIONS FOR THE MINUTE MAN PRODUCTS US I tU AS FOLLOWS: 650 DH 5/8 650 DH 11/16 650 DH 3/a 760 DH3/4 636 DH 5/8 636 DH 3/a 4636 DH 3/4 4636 NCI 7/8 4430 EZDH 636 EZDH 3A 650 EZDH 3/4 660 EZDH 3/a 6650 EZVDH 3A W/ VERT. STABUZER 8860 EZVDH 3/a W/VERT. STABUZER 4430 DH 5/8 4430 DH 11/16 4430 OH 3/4 4442 DH 5/8 4450 DH 11/16 4450 OH 3A GW2-NC2 36 XDH 48 XDH 36 DH 24 BA 210 DH 210 PDH 210 JOH 100 DH THDH THDHLS FCI W/S FCII W/S BUC W/S SBN MMASD2 MMASDA2 CT/WS CORNER TIE LLBS LONGITUDINAL & LATERAL BRACING SYSTEM MMA 31 LONGITUDINAL FRAME TIE MMA 33 LOCKING FRAME CLAMP 11 MMSPP LONG STAB SYSTEM E -Z ASTS SUPPORT TUBS SYSTEM MY ANALYSIS OF THE PHYSICAL TEST REPORTS DEFINE THE BREAKING STRENGTH OF EACH OF THESE ANCHORS AND THEIR COMPONENTS TO BE IN EXCESS OF 4625 POUNDS. THE STRAPPING MEt r b FEDERAL SPECIFICATION QQ�781 H FOR TYPE I, CLASS B, GRADE I STRAPPING. THE STRAPPING ALSO MEETS WITH ANSI 225.1 STANDARDS AND ASTM 03953-91 STANDARDS. THE STRAPPING IS 11/4 X .035 MINIMUM, HOT DIP GALVANIZED STEEL ON FILE ARE TESTING REPORTS OF THE DIRECT_ WITHDRAWAL STRENGTH OF THESE ANCHORS. THESE TEST EVALUATE THE ANCHORAGE STRENGTH OF MINUTE MEN ANCHORS INSTALLED RESISTING AN AXIAL AND 45 DEGREE ANGLE APPUED WITHDRAWAL LOAD. FOR THE ANCHORS LISTED ON PAGES 10 AND 11, THE AVERAGE HOLDING POWER MEETS AND/ OR EXCEEDS THE REQUIRED MINIMUM OF 4,725 POUNDS, WHEN INSTALLED IN ACCORDANCE WITH MANUFACTURER INSTRUCTIONS IN THE SOIL TYPES AND CLASS SHOWN. THE LLBS BRACING SYSTEM R�q►111n woo RE WAS TESTED FOR WIND ZONES I, II, & III. ' -\ CA Ro'' . �iriI,rr kit D,, +� j IAV. 31VV�- Al SY '*,'/1I Mu Wo vO 14. WESTERN STATES INSTALLATION INSTRUCTIONS FIRST CHECK FOR UNDERGROUND UTILITY LOCATION EZDH EARTH AUGERS 1. SEE DETAIL THIS 80010.ET FOR INSTALLATION INSTRUCTIONS. EARTH AUGERS 1. INSTAU.AUGERS INTO SOIL WITH CONSTANT DOWNWARD PRESSURE TO MINIMDIE SOIL DISTURBANCE LEAVING APPROX.1r OF SHAFT EXPOSED. 2. INSTALL STABILIZER PLATE • DRIVE FLUSH IMTH GROUND SURFACE 3. COMPLETE TURNING AUGER INTO GROUND UNTIL AUGER HEAD I8 FLUSH WITH GROUND SURFACE AND TOP OF STABIU0E-R PLATE. CROSS DRIVE ANCHORS 1. CROSS DRIVES ARE USED WHERE HARD ROCKY SOIL OCCURS. IF THE GROUND SURFACE 18 OTHER THAN ROCK OR MINIMUM r ASPHALT, INSTALL MMA -802 STABIL ER PLATE OR PLACE 1rx1r/r1r DEEP CONCRETE CONCRETE SLAB ANCHORS 1. CONCRETE SLAB TO BE MINIMUM 3 IrrTHICKAND IN GOOD CONDITION. 2. MINIMUM SLAB AREA REQUIRED FOR EACH ANCHOR 18 26 SO. FEET. S. DRLL PROPER SIZE 140LE IN BLAB MINIMUM tr FROM ANY EDGE- ALL APPLICATIONS 1. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN 2. INSERT STRAP THROUGH GPM NUT, CUT OFF EXCESS STRAP AND TIGHTEN UNTIL SNUG. DD T[ DOPERS SEI 1HNR TIE DOWN LOCATIONS OD T2 DORMS 92 DART SINGLE WIDE DOUBLE WIDE v R END TE DOM 011.9 TRIPLE WIDE EARTH AUGERS CROSS DRIVE ANCHORS CONCRETE BLAB ANCHORS 16121111091 iscoNate°F 38 64 77 101013901907 42,sS 67 748' KUL ..eD UMW OP 196' t7 IIP IM• 68' 11LNO. 0F0031 1900490 2 3 4 "1 .140.4O °1 n elR 3 4 6 6 7 R 4 6 6 7 6 NOTE: IF OBSTRUCTIONS PRECLUDE THE PLACEMENT OF THE SIDE TLE DOWNS AT THE 2' LOCATION &RPM 810E TIE DOWNS AT 7'• FROM EACH END HAVE A TOLERANCE OF 1's 8• MIN. MUM 1911/41 P�OIrn 1 MI UAW TOMO 1110.921 NC N01 VMA0IORDVO OSiln fa Set 119101119111911001001 TM 000019SM1R10/mRFE01TA 2I1CICENPLA®T7Q OI Rm iRiRWY S10o 10 M 011 /� - W4T•A0L4O1100N 1101LOV1O r.912:4M 0AlE1001ETC TA RAn1t11oOl0091. 1911001011111111,01 MOLT a TO, END TIE DOWN IOTA 00,49 STOPS AT TIM 00,630E ("Au DOS am TIM SIDJNLSAMAp®toAONN6 HAiPOIR MTNAIRR SOLT ON TOP. 911 =TOO ADORN OROS In nd7 MINUTE MAN ANCHORS, INC. SO WEST ONO STRUT EAST //AMMO/COTO AISO OS= 101911119 91221172 DOM MUM DESIGN & GENERAL NOTES MICR WOOL • RIND 16 POI (TO IBNH EXPOSURE O•1 • Bon SEAMS - nro PSP • TIE DOMN STRAPVVCR10/1O LAOD • SEISMIC EDE 4 TE DOWN STRAPS TO BE MDI 1 1N' MACE 0.026 TNIOIOIE88 ZINC FATED NO MEET ABM D.5630I • EARTH ADDERS• CROSS DRIVES MSM MOI (IEBftED�TOf/60P111.) •CONCRETE ANCHORS- 11= OEROu4 NART8811NTS SH ICSA 1. TEC0VMHE W NE FOR TE REQUIRED NUMBER OF TE DOWNS ON THE WEB OF THE WMIPACTUREDHOBE 2 TE DOWNS ME REQUIRED AT EACH CHASSIS BATA EACH END OF EAC/1 TRANSPORTABLE SECTION OF THEMANtFACTURED HOIEAW CANOE ANY OP TIE TWEO BHOVN HEREIN. 1. CO RUNATION6 OF THE DIFRSIENTTVPEE OF IE DORM C I OE USED. 4. DI THE EMIT M PART/SAUCIER CAM= U WALLED DUE TAN OBSTRUCTOR. USE OP CR0811 ERNE ANCHORS 18 POTTED, PROVIDED RI CROSS DRAMS ARE INSTALLED FOR EACH EARTH AUGER TMTCANNOT SE N BTNIEO. L FOR ALL TE 001114 NBTALLAIRI S, ITE WOO HOME CHASMS 1E6lER8 ARE 8N0AINAS•TSEAM. FOR ILLUSTRATION PURPOSES ONLY. CHASM SEWS CAN AL DO U •C' LOOPED OR 'RFC' MOPED. L END TED CAN 118 LOCATEDMRIIEI 21' OF WHO% ODE OP CHASSIS B EAU AXIS AfIl SHOW T. TE SITES. TYPES. LENGTHS, ECT. OF TOTERI LO MR HEREIN PRE OM= LARGO; LONGER. REAMER INTERUM SUFRRD SY ATRREMAN PRODUCTS. MAY VIE USED Arne BALE SPACERS B LOCATION DOW L ALL PARTS ARE STAMPED ANA- VOW TIE APPROPRIATE PARTNUI6ER. 6. THO1IUOOMN SYSTEM CAN BE WED NTH TIMOR WMFACR/REDHOIE SECTIONS LOTH 10r OYISIDB CENTERS PROVIDED INS IEI0•0T PROM MAGE 10 THE SOTTO/ OF 1148 CHASSIS BEAU DOES NOT EXCEED Ir. 10. TO DONN STRAPS N THE LONOIR5NLOR TRANSVERSE DIRECTION CAN 88 BOLTED 10 THE 1OTON ATTACRBRRATE TATTS HEWED TO THE CHASSIS SEAM. EYGLEERET TEDONTF SYSTEM APPROVED KIM W 0102919111219 Mora Rt OWN io mom ow w doilw Won RERwrdolma Italia EI WOO SMRdAMd rO Dwwww.. NO =MUMS IF DO Ol/4 7 HIVID 1116 PIN AsaOAMR1 NC4838. EIDH 8 MMA34 EARTH AUGER TIE DOWN) MA S/16• MI AT a NATAL 1/3• ASO? Mt ATM =FP FON' •C• BEAM CHASSIS Sim MP ine 00303 NO T 03101/M M •RFC• BEAM CHASSIS EARTH AUGER TIE DOWN INSTALLATION INSTRUCTIONS 1. THE DRIVE MACHINE 18 STARTED AND THE ANCHOR IS TURNED INTO THE GROUND TO A POINT N HERE THE TOP (STABIUIER HEAD PLATE) IS FLUSH OR SUGHTLY BELOW GROUND LEVEL. THIS [ MURES THAT THE E.Z ANCHOR STABILIZER WILL BE AT ITS REQUIRED INSTALLATION POS1TION. 2. FOR THE E -Z ANCHORJSTABILIZER TO ACHIEVE FULL POTENTIAL. INSTALL THE ANCHOR VERTICALLY WITH NO DEVIATION GREATER THAN 10 DEGREES. NOTE A SLIGHTLY GREATER ANGLE MAY BE USED TO START THE ANCHOR TO AVOID CONTACT VNTH THE HOME 8 STRAIGHTENED AS THE ANCHOR 18 GROUND SET. THE SPOT BOLT IS INSERTED, STRAP FASTENED, AND T1GHTDOND ADJUSTMENT WADE. NOTE WITH MACHINE INSTALLATION, A MINUTEMAN ADAPTER DESIGNED TO FIT BOTH THE ANCHOR HEAD AND DRIVE MACHINE SHAFT IS AVAILABLE. INSTALLERS DO NOT NEED ADDITIONAL OR SPECIAL EQUIPMENT FOR EZ ANCHOR INSTALLATION. CONCRETE TIE DOWN CROSS DRIVE TIE DOWN E.,.17+ sTs CON�a000 MVAS02 STABILIZER PLATE STABILIZATION PLATE WELDED TO R00 GUIDE R STRAP HEAD 0 MMA -18 CONCRETE SLAB ANCHOR ; E OMSICE MOLES Fort 35' - 4• MANGER MU 32 STEEL STRAP w/BUdCEL AP w/STEEL CORER TE mm* -34 BOTTOM PLATE TCP PLANE TOP PLATE CNlffis NEAR LRE MOO MCAS FOR RAN= 4- 4- K10Y 001X e MOW ROM e �• NCR STAM IMAM AZTEX ANCHOR MMA -38 CROSS ORM ANCHOR CROSS ORM ANCHOR sorra. PATE MMA -34 LONGITUDINAL FRAME RE AND CLAMP (FOR FOND ZONE i) rr 31 CO MER K r=!RCranr IDTP �M1[E7[1 OA eptr NFAREP 10 MOM WESTERN STATES v a LONGITUDINAL AND LATERAL BRACING SYSTEM OUTSIDE HOME BEAM h"x2-)i" CARRIAGE BOLT 1-)4" Ip LONGITUDINAL BRACE TUBE 2- 39" FOR 18" TO 24' PIER 2- 44" FOR 25" TO 32" 1PIER 2- 53" FOR 33" TO 40' 'PIER 2- 65" FOR 41" TO 48" PIER )4"x2 )i" CARRIAGE BOLT SD3 PIER PAD LONGITUDINAL BRACE DETAIL MMLBC BEAM CLIP W/ 4 -3"x1-j" CARRIAGE BOLTS NOTES: 4-Whi" SELF DRLUNG SCREWS - 2 -EA. SIDE INSTALL AFTER HOME IS SET AND AU. OTHER BOLTS ARE TIGHT LATERAL TUBE CUP 1f"x2 14" CARRIAGE BOLT MAX 45' (TYP.) INSIDE HOME FRAME BEAM A'x2-1i' CARRIAGE BOLT FII TUBE 60" FOR 99.5' MAX. SPAN 1-11" $ TUBE 60' FOR 99.5' MAX. SPAN 1/2' HEAVY DUTY WASHER W/ 1/2'x1-1/2" CARRIAGE BOLT LATERAL BRACE DETAIL 16" PINS MUST BE USED IN CLASS 4 SOILS. MAXIMUM PIER HEIGHT- 48" MAXIMUM SIDEWALL HEIGHT 96" MAXIMUM BEAM SPACING 99.5' WHEN USING LONGITUDINAL BRACES, 2ND PIER IN FROM THE END OF THE HOME MAY BE USED TO MAKE ROOM FOR BRACE TUBES. LATERAL BRACE DETAIL INSIDE HDcE LONGITUDINAL & LATERAL BRACING SYSTEM DETAIL ASSEMBLY DRAWING NOTE: 1/2" BOLTS ARE GRADE.5 MINUTE MAN ANCHORS 10/10/01 REV 3/6/02. BEAM CUP LONGITUDINAL BRACE TUBE STEEL PIER PAD W/ ANGLE DRIVE PINS SD 3 NeA140 anchors; 81.001 OR DELUX STEEL PIER LIP UP 11.111.11.1.1 SPECIAL INSTRUCTIONS ALABAMA - MAX PIER HEIGHT 32' *HUD LABEL HOMES ONLY DRIVE PIN NOTE: All LLBS Systems are shipped with complete installation instructions. See these instructions for System Locations in Zones 1 II, III, FL. Revised 3/14/07 17. "SUGGESTED RECOMMENDATIONS WHEN USING CRIMPING SEALS" 1. The strap must be identified "MINUTE MAN ANCHORS INC. CERTIFIED ANSI 225.1 AND ASTM D3953." 2. WHEN EXTENDING OR SPLICING TWO STRAPS, OVER LAP APPROX. 6", USE TWO SEALS FULLY CRIMPING EACH SEAL TWICE TO BOTH STRAPS. 3. WHEN STRAPPING TO AN APPLIANCE SUCH AS SLOT IN A VERTICLE TIE OR A HOOK OR A BUCKLE WE SUGGEST THAT YOU USE A SHORT PIECE OF STRAP (RADIUS CLIP) BENT 180 degrees IN DIRECT CONTACT WITH THE APPLIANCE. (This will act as a cushion, reinforce and prevent sharp bends in the strap.) NEXT INSERT THE STRAP BENDING IT OVER 180 degrees BACK TO THE STRAP. USING ONE SEAL, PLACE BOTH STRAPS INTO SEAL AND CRIMP TWICE. 4. SEALS MUST ALWAYS BE CRIMPED TWICE. 5. PLEASE NOTE: TWO SEALS REQUIRED WHEN SPLICING TWO STRAPS. ONE SEAL WHEN BENDING 180 degrees. Revised 3/14/07 RADIUS CLIP - 3' to 6' _ sear ew (� MINUTE MAN STRAP •/RADIUS CLIP RADIUS CLIP 1 1/4 x 0435 GALV. STEEL STRAP. ZINC COATING MEETS ANSI 225.1 AND ASTM D3953 G60 SNAP-ON SEAL 1-1/4 x 0435 x 2-3/16 ASTM D3953 MARK MMA 18. 1141 MX rN X Moa ever paw aro A:ailable Painted Black or Galvanized as required in Florida DRIVE ANCHORS 36X And 48X Cross Drive Anchors 24" Barbed Rock Anchor 4430, 4636, 636, 650, DH Anchor 6650, 8860 VDH Anchor NU -CONCEPT ANCHOR Patented Packaged 16 to a box and includes Grad #5 bolts and nuts. Total Weight: 25 lbs. N C 1 Swivel Stabilizer Cap Full view of anchor with cap and with cap attached l.• Anchor w/cap attached Item# Description 1311 4636 7/8" DH 1312 4636 7/8" DH W/Cap 2211 NU Concept Cap All Anchors Available Painted or Galvanized Nu -Concept Drive Adapter 19. Galvanized Steel Strapping Eye Anchors Available in various sizes Locking Frame Clamp II Several different strap lengths available Longitudinal Frame Tie Available w/4 bolts for Wind Zone I and w/8 bolts for Wind Zone III Use with corner tie strap for end ties. The Minute Man Founda ion System for All Wind Zones Saves lime & Money! >or ady Or 1040361111 For soil or concrete VinusairprovIdes =bird Ideal and 4- 4 F Up Re pad dist. Installs adly• • ••bow Me dmInstes digging red *tap f000dstice Pad Into the gaod Minute Man's superior design outperforms other brands in so many ways: APPRO•a`4y ajt 01017 NI Wm hodis AWNING ANCHORS Item# Description Item# Description 6010 Z bar Awning Anchor 6031 18" Long Buckle Anchor 6020 H bar Awning Anchor 6040 30" Short Buckle Anchor 6030 18" Short Buckle Anchor 20. e WO( RIDGID 700 DRIVE W/CASE The Ridgid 700 Portable Power Drive features: • One-half horse power motor • 26 rpms • 115 Volt • Case and all accessories are included • No warranty Item# Description 2760 Ridgid Drive Machine SOIL TEST PROBE The purpose of the Soil Test Probe is to determine N • the soil conditions below the surface near the anchor's helical plate. This will insure the use of the proper anchor for the soil condition. Item# Description 2100 SOIL TEST PROBE KIT WRENCH ADAPTER 5O EARTH PROBE O 600 Ib. In. TORQUE WRENCH 21. MINUTE MAN DRIVE MACHINE --,_ 1 .� Cid r� J D ` ~ -- -. 1 The Minute Man Drive Machine features: • One-half horse power motor •s • 17-'/4 rpms • 115 Volt 60 cycle, 9 amp • Motor on/off switch with forward/reverse • 90 day limited warranty against manufacture defects. • Item# Description 2730 Drive Machine 2741 Adapter RIDGID 700 DRIVE W/CASE The Ridgid 700 Portable Power Drive features: • One-half horse power motor • 26 rpms • 115 Volt • Case and all accessories are included • No warranty Item# Description 2760 Ridgid Drive Machine SOIL TEST PROBE The purpose of the Soil Test Probe is to determine N • the soil conditions below the surface near the anchor's helical plate. This will insure the use of the proper anchor for the soil condition. Item# Description 2100 SOIL TEST PROBE KIT WRENCH ADAPTER 5O EARTH PROBE O 600 Ib. In. TORQUE WRENCH 21. DYKEMAN INSPIRING EVERYDAY SPACES July 31, 2013 Ms. Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 RE: Foster High School Portables Permit #D13-203 Dear: Ms. Marshall architecture interior design visual marketing Thank you for taking the time to review this project for the Tukwila School District portable addition at Foster High School. Below you will find my response to the plan review comments dated July 30, 2013 for permit submittal D13-203. The letter below has the city review comments followed by my response to each item. Comment: The response to the first review memo stated that a new foundation system had been provided. The addendum to the structural calculations shows additional Minute Man anchors proposed however these were not shown on page F-1 of the plans. Also, the geotech report states that footings should be founded on firm soil at least one foot below existing grade. This is not shown on the plans also. Apparently, per the structural engineer, he has not seen the new geotech report. Please revise foundation plans as necessary to meet code requirements, the geotech report and Minute Man anchor specifications. Please add the specific Minute Man anchor proposed to the plan with locations on page F-1. Dykeman Response: The portable foundation plans and calculations have been updated to reflect the requirements of the revised geo-tech report. The geo-tech report no longer requires the footings to be founded on firm soil 12" deep. The geo-tech report no allows for the surface foundation design as reflected in the attached plans. The specific type of Minute Man anchor is now shown on sheet F-1. The portable foundation will be set on the building pad which will be prepared in accordance with the revised geo-technical report dated July 15, 2013. Comment: Your revised plan added stairways next to the ramps on the same side of the landing. It would be better to put the stair and ramp on opposite sides of the landings so that there would be exiting in two distinct directions as required by code when two exits are required. This would be the same as the two existing portables. Please revise the plan to show this change. Dykeman Response: The stairways from each portable have now been moved to the opposite side of the landing from the ramp. See revised sheet AS1.0. Thank you again for taking the time to review this project. Should you have any questions or comm �t C E I V E D please feel free to contact me at dareko@dykeman.net or by phone at (425) 259-316. CITY OF T U K W I L A Sincerely, CORRECTION LTR# Darek Olson bi— 103 tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 JUL 3 1 2013 PERMIT CENTER Page 2 project designer • • CC: Steve McMaster — Pacific Construction Services David Johnson — Tukwila School District tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 July 31, 2013 w 1 City i of Tukwila C Department of Community Development Darek Olson Dykeman Incorporated 1716 West Marine View Drive Everett, WA 98201 RE: Correction Letter #2 Development Permit Application Number D13-203 Foster High School Portables — 4242 S 144 St Dear Mr. Olson, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, VI enntfer Marshall t Technician ` ,Q1 File AM. D13-203 W\Permit Center\Cnrrection Letters\2013.D13-203 Correction Letter 112 docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo #2 Date: July 30, 2013 Project Name: Foster High School - Portables Permit # D13-203 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36. Please submit all plans on the same size paper. Revised plans need to be the same size as originally submitted). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. The response to the first review memo stated that a new foundation system had been provided. The addendum to the structural calculations shows additional Minute Man anchors proposed however these were not shown on page F-1 of the plans. Also, the geotech report states that footings should be founded on firm soil at least one foot below existing grade. This is not shown on the plans also. Apparently, per the structural engineer, he has not seen the new geotech report. Please revise foundation plans as necessary to meet code requirements, the geotech report and Minute Man anchor specifications. Please add the specific Minute Man anchor proposed to the plan with locations on page F-1. 2. Your revised plan added stairways next to the ramps on the same side of the landing. It would be better to put the stair and ramp on opposite sides of the landings so that there would be exiting in two distinct directions as required by code when two exits are required. This would be the same as the two existing portables. Please revise the plan to show this change. Should there be questions concerning the above information please contact the Building Division at 206-431-3670. Joanna Spencer From: jayd@deckerce.com Sent: Tuesday, July 30, 2013 9:26 AM To: Joanna Spencer Cc: • Darek Olson (Dareko@dykeman.net) Subject: RE: Foster HS- Portables D13-203, Good Morning Joanna - Here are my estimates for the public works bond: Mobilization $10,000 Erosion Prevention $5,000 Water (fire prevention) $3,000 Storm drainage $5,000 Paving $10,000 From: Joanna Spencer fmailto:Joanna.Spencer@TukwilaWA.govj Sent: Monday, July 29, 2013 2:02 PM To: jayd@deckerce.com Subject: Foster HS- Portables D13-203 Hello Jay, Dykeman's response letter calls for $220,000.00 site development cost (lump sum only). It seems very high. Would you please revisit the amount and break it down for: Mobilization Erosion Prevention Water (fire prevention) Storm drainage Paving Thanks, Joanna Spencer Development Engineer Tukwila Public Works 6300 Southcenter Blvd., Suite 100 Phone: (206)431-2440 Fax: (206)431-3665 Joanna.Spencer@TukwilaWa.gov /www.TukwilaWa.gov The City of opportunity, the community of choice. PERMANENT FILE COPY PI?ZO3 DYKEMAN INSPIRING EVERYDAY SPACES July 18, 2013 Ms. Jennifer Marshall Permit Technician City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 RE: Foster High School Portables Permit #D13-203 Dear: Ms. Marshall architecture interior design visual marketing Thank you for taking the time to review this project for the Tukwila School District portable addition at Foster High School. Below you will find my response to the plan review comments dated July 2, 2013 for permit submittal D13-203. The letter below has the city review comments followed by my response to each item. Comment: Page F-1 of the plans (Foundation Plan) shows detail #4 in four locations. Detail #4 is the earth anchor detail shown on F-2. The classroom portables installed in 2009 had 22 earth anchors on each building. 4 anchors would not appear to be adequate. To justify the foundation design, please provide the following: • Structural calculations based on the seismic or wind governing loads. • The specific model and number of soil anchors proposed. • Please have a geotechnical firm verify the soils type as related to the specific earth anchor proposed and per page 11 of the Minute Man document. Note that the Geo -tech report provided was for the construction of Foster High School and it talks about some loose fill materials that may be encountered occasionally in the upper five feet. It also notes this condition in the area at the northeast corner of the activities building. Each anchor's ability to resist load is dependent on the soil at its installation location. Please provide a document from a geotechnical firm verifying that the existing soils are adequate for the proposed soil anchor. Dykeman Response: A new foundation system has been designed and is submitted as part of this response. Please see sheet F1, F2 and F3 as well as the revised structural calculations. Comment: Page A-4 is referenced in several places in the Blazer Industries plans but 'CEIVED not included. Please add this page CITY OF TUKWILA Dykeman Response: Please see the attached A-4 from Blazer Industries. JUL 1 9 2013 PERMIT CENTER Comment: How high will the exterior landings at the classroom entrances be above grade? If more than 30 inches, an intermediate landing would be required in the access CORRECTION ramp. LTR# N3Q3- 4.103 tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 Page 2 Dykeman Response: The exterior landings will be a maximum of 30" above finished grade. The ramp will not be required to have an intermediate landing. Comment: Please add a note that handrails are required on both sides of ramps and stairs. Dykeman Response: Please see the note that has been added to sheet AS1.0 noting that the ramps, landings and stairs are required to have guardrails and/or handrails as required by code. Please also see the Welcome Ramp drawing 4 of 5 submitted with the original submittal that shows the configuration of the guardrails and handrails. Comment: See section 1010.5.3 of the IBC. Doors opening onto a ramp landing cannot reduce the clear width to less than 42 inches. Per the IBC Code and Commentary, this is with the door in any position. Note that the doors are shown swinging differently on the site plan AS1.0 and the Blazer Industries plans. Dykeman Response: The landings have been made wider to accommodate the provisions of section 1010.5.3 of the IBC. Please see the revised configuration on sheet AS 1.0. The door swings have been changed to match the Blazer Industries drawings. Comment: Section 1021.1.1 states that the required number of exits be maintained until arrival at grade or a public way. Each portable requires two exits, one from each classroom. The accumulated occupant load at the exterior landing is close to 90 occupants and they must converge back into one exit ramp. The two portables installed in 2009 have a ramp and a set of stairs off each landing. This would be an acceptable solution. Dykeman Response: A stair has been added to each landing to accommodate the requirements for a second exit to grade. Comment: Submit a construction cost estimate for site work associated with placement of the two portables since Public Works Construction Permit has a progressive fee based on construction cost. Dykeman Response: The cost of all site development is estimated to be at $220,000.00 by the contractor. Comment: Please check with Water District #125, phone (206) 242-9547 if their approval is required for the fire service water modifications. Dykeman Response: Water District #125 has indicated that their approval is not required since we are tying into a private fire system. tel: 425.259.3161 I fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 Page 3 • 1 Comment: On your civil plans please add General plus Grading and Erosion Control Notes from the attached Public Works BULLETIN B2. Dykeman Response: The general and grading and erosion control notes have been added to the drawing per PW Bulletin B2. Thank you again for taking the time to review this project. Should you have any questions or comments please feel free to contact me at dareko@dykeman.net or by phone at (425) 259-316. Sinc arek Olson project designer CC: Steve McMaster — Pacific Construction Services David Johnson — Tukwila School District tel: 425.259.3161 fax: 425.259.5242 www.dykeman.net 1716 West Marine View Drive Everett, WA 98201-2098 r. July 2, 2013 r City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Darek Olson Dykeman Incorporated 1716 West Marine View Drive Everett, WA 98201 RE: Correction Letter #1 Development Permit Application Number D13-203 Foster High School Portables — 4242 S 144 St Dear Mr. Olson, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building and Public Works Departments. At this time the Fire and Planning Departments have no comments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. 1r \A4/40 hall cian W:\Permit CenteACorrection Letters\2013\DI3-203 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Date: June 20, 2013 Project Name: Foster High School Portables Permit # D13-203 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: Min. size 11x17 to maximum size of 24x36. Please submit all plans on the same size paper. Revised plans need to be the same size as originally submitted. Only pages that have been revised are required. Please cloud all changes. (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. Page F-1 of the plans (Foundation Plan) shows detail #4 in four locations. Detail #4 is the earth anchor detail shown on F-2. The classroom portables installed in 2009 had 22 earth anchors on each building. 4 anchors would not appear to be adequate. To justify the foundation design please provide the following: • Structural calculations based on the seismic or wind governing loads. • The specific model and number of soil anchors proposed. • Please have a geotechnical firm verify the soils type as related to the specific earth anchor proposed and per page 11 of the Minute Man document. Note that the Geo -tech report provided was for the construction of Foster High School and it talks about some loose fill materials that may be encountered occasionally in the upper five feet. It also notes this condition in the area at the northeast corner of the activities building. Each anchor's ability to resist load is dependent on the soil at its installation location. Please provide a document from a geotechnical firm verifying that the existing soils are adequate for the proposed soil anchor. 2. Page A-4 is referenced in several places in the Blazer Industries plans but was not included. Please add this page. 3. How high will the exterior landings at the classroom entrances be above grade? If more than 30 inches, an intermediate landing would be required in the access ramp. 4. Please add a note that handrails are required on both sides of ramps and stairs. 5. See section 1010.5.3 of the IBC. Doors opening onto a ramp landing cannot reduce the clear width to less than 42 inches. Per the IBC Code and Commentary, this is with the door in any position. Note that the doors are shown swinging differently on the site plan AS 1.0 and the Blazer Industries plans. ti 6. Section 1021.1.1 states that the required number of exits be maintained until arrival at grade or a public way. Each portable requires two exits, one from each classroom. The accumulated occupant load at the exterior landing is close to 90 occupants and they must converge back into one exit ramp. The two portables installed in 2009 have a ramp and a set of stairs off each landing. This would be an acceptable solution. Should there be questions concerning the above information please contact the Building Division at 206-431-3670. i PUBLIC WORKS DEPARTMENT COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: June 25, 2013 PROJECT: Foster High School Portables PERMIT NO: D13-203 4242 S 144t Street PLAN REVIEWER: Contact Joanna Spencer at (206) 431-2440 if you have any questions regarding the following comments. 1) Submit a construction cost estimate for site work associated with placement of the two portables since Public Works Construction Permit has a progressive fee based on construction cost. 2) Please check with Water District #125, phone (206) 242-9547 if their approval is required for the fire service water modifications. 3) On your civil plans please add General plus Grading and Erosion Control Notes from the attached Public Works BULLETIN B2. (W:PW Eng/other/Joanna Spencer/Comments 1 D13-203 PW) CITY OF TUKWILA Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 htip://www.ThkwilaWtl.gov Pexiiif: Project -11Q. Date AppJica(i si Mcepted: x:12 �1 r Date A,plication°$Itpires: ( 13 i(For PJ11 000°only) TRAFFIC CONCURRENCY CERTIFICATE APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** SITE LOCATION Site Address: 412— 1-0-74" Tenant Name: a 51-'02- Ef-1 C -)6i King Co. Assessor's Tax No.: 16-2-3041/a& Suite Number: PROPERTY OWNER Name: l�C 61.5 d ,•J -- Dv icevy }rt) Name: --r1?K In)t Lpt Sci.4- k?(,.- D i 5?P-tG7" Address: 4 (40 S , 114 ILN5../-:. 1 City:To t t A State: t1%4 Zip: Mae CONTACT PERSON — person receiving all project communication Name: l�C 61.5 d ,•J -- Dv icevy }rt) Address: PM" l -J r i9/! l ni6- vico DR. City: eveo_&-g State:(, Zip:9 , 1 Phone:Fax: 4z,c 25`3 -ally f 4vS 2,59. 5212. Email: Dartgo 1) c Kewus t r rl ,Scope of Work (pleaseasprovider detailed information):A�71,lj) lJ /4` Po2T - / C nTO (jE co, -. 3 T�/c.q'- 00c-in of Sim•�l, )& Welt . Cj c L— 'e of,) t,k)E T 5/QE OF C/154 -f }Zt Yo2TA. Lk t,Jtl-t- qtr A-eraoK; mMTEI-y 4 So,JF, Type of Existing Use:C-Mi,L.. f i E"c- I) • Size of Existing Use: Is existing building vacant? N, 4 • For how long? Type of work: jg New 0 Addition 0 Change of use Type of Proposed Use: iC jet.. C -L%! $ t'ZUUVY , ❑ Remodel 0 Tenant Improvement Size of Proposed Use: A frA-0) C wt4'fELy 3, &Oa,SF PERMIT APPLICATION NOTES Expiration — The concurrency test notice shall expire 90 days after issuance unless the applicant submits a SEPA or other documentation pursuant to TMC 21.04. If the submittal is made within 90 days, the test notice shall be valid for one calendar year from the date of issuance of the notice. Once the associated development permit or building permit is approved, the final concurrency certificate shall be valid for 2 years or as long as the developer possesses a valid building permit for the development. Extensions may be granted in accordance with TMC 9.50. Transferability — A certificate of concurrency Is not transferable to other land, but may be transferred to new owners of the original land. A certificate of concurrency shall apply only to the specific land use, density, and intensity described in the application for a development permit or building permit. 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Date: Print Name: Day Telephone: Mailing Address: H 1AppiiationFortw-Applications On lJne12012 AppliationATraalc Concurrency Application 2-9.12 rim PERMANENT PIE COPY Page 1 of 2 ,,, 4A, , 4: L.L. 0 DI3-- n47, • • City of Tukwila Development Application Fees for Concurrency Analysis Fees for Residential Use Fees for Non -Residential Use Unit All Types of Residential' Gross Floor Area Industrial 2 Office 3 Retail 4 Eatery 5 Institutional All Other & Ports Uses Between 1 and 3 $300 Less than 5,000 $1,000 $1,800 $2,700 $5,400 $500 $1,500 Between 4 and 5 $600 Between 5,001 and 10,000 $1,500 $2,700 $4,050 $8,100 $1,000 $2,000 Between 6 and 10 $1,200 Between 10,001 and 20,000 $2,000 $3,600 $5,400 $10,800 $1,500 $2,500 Between 11 and 15 $2 000 Between 20,001 and 30,000 $3,000 $5,400 $8,100 $10,800 $2,000 $2,500 Between 16 and 20 $3,500 Between 30,001 and 40,000 $4,000 $7,200 $10,800 $10,800 $2,500 $2,500 Between 21 and 25 $5,000 Between 40,001 and 50,000 $5,000 $9,000 $13,500 $10,800 $3,000 $2,500 Between 26 and 30 $6,500 Between 50,001 and 70,000 $6,000 $10,800 $16,200 $10,800 $4,000 $2,500 Between 31 and 40 $8,000 Between 70,001 and 90,000 $7,000 $12,600 $18,900 $10,800 $5,000 $2,500 Between 41 and 60 $10,000 Between 90,001 and 150,000 $8,000 $14,400 $21,600 $10,800 $6,000 $2,500 Greater than 60 $12,000 Between 150,001 and 200,000 $9,000 $16,200 $24,300 $10,800 $7,000 $2,500 Greater than 200,000 $10,000 $18,000 $24,300 $10,800 $8,000 $2,500 1 All residential uses defined by the 1TE Trip Generation Manual Land Use Codes 200-299, including single family, multi -family, mobile home parks, and shared housing 2 All industrial/agricultural uses defined by the ITE Trip Generation Manual Land Use Codes 100-199, including light and heavy industrial, manufacturing, and warehousing 3 All office, medical, and service related uses defined by the ITE Trip Generation Manual Land Use Codes 600-699, 700-799, and 900-999, including general office, medical facilities, and banks ° Alt retail and recreation uses defined by the ITE Trip Generation Manual Land Use Codes 400-499, 800-830 and 837-899, including retail sales, rental sales, athletic clubs, and theaters 5 All food service uses defined by the ITE Trip Generation Manual Land Use Codes 831-836, excluding accessory (stand-alone) drive-through espresso stands (or similar) under 250sf which are assessed $300 8 All institutional and transportation uses defined by the ITE Trip Generation Manual Land Use Codes 000-099 and 500-599, including schools, places of worship, day care, terminals, and transit Traffic Concurrency Application Fee Table.xlsFees Page 2 of 2 • PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-203 DATE: 07-31-13 PROJECT NAME: FOSTER HIGH SCHOOL - PORTABLES SITE ADDRESS: 4242 S 144 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPAR M NTS: 91. Building Division 1111 Public Works 111 Fire Prevention Structural Planning Division ❑ Permit Coordinator 1� DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 08-01-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 08-29-13 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 'PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-203 DATE: 07-19-13 PROJECT NAME: FOSTER HIGH SCHOOL - PORTABLES SITE ADDRESS: 4242 S 144 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued Fire Prevention Structural n Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 07-23-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: ❑ Approved with Conditions n DUE DATE: 08-20-13 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: nib\\II Departments issued corrections: Bldg 14 Fire 0 Ping 0 PW 0 Staff Initials: Documents/routing slip.doc 2-28-02 tERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-203 DATE: 06-10-13 PROJECT NAME: FOSTER HIGH SCHOOL - PORTABLES SITE ADDRESS: 4242 S 144 ST X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPA TMENTS: I ding Di ision Public or s fie -(9-k3 Z.C3 Fire Prevention II �V' Structural ❑ Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 06-11-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 07-09-13 Approved with Conditions n Not Approved (attach comments) k REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping 0 PW Staff Initials: Documents/routing slip.doc 2-28-02 • City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1' 2)1" (3 Plan Check/Permit Number: Dl 3 - 2O 3 O Response to Incomplete Letter # Response to Correction Letter # 2' ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: FOS't 4164k-SC.Elvot, garkelE, Project Address: 42-42- S. (44 mew' 1-11-0Jkl ice' °►Sl Co e) Contact Person: DP42.E (L OLSo t' Phone Number: 41S -2-S-1- 31l0I Summary of Revision: REVISE FouiJi ' tor! OCS(471'i ktJO (2ELocerrE SlAt2S Orr 044nIAILS RECEIVE: CITY OF 1UI"ell p. tJUL 31 2013 PERMIT CENTEtd Sheet Number(s): oS (. O t FI F Z 3 F 3 "Cloud" or highlightall aitheof revision-irecludiiig date of revisi Received at the City of Tukwila Permit Center by: —Entered in Permits Plus on H:\Applications\Forms-Applications On,Line \2010 Applications \7-2010 - Revision Submittal.doc Created: 8-13-2004 Revised: 7-2010 i City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: £L%1 IS % Zlir2 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Plan Check/Permit Number: D 13-203 Project Name: Foster High School Portables Project Address: 4242 S 144 Street RECEIVED CITY OF TUKWILA !JUL 19 2013! PERMIT CENTER Contact Person: l>42.E1- OI-Sor4 Phone Number: 425- not - 5itzst Summary of Revision: FLOOC See 4'T"iiscc ei7 LLY'rgYZ- -p- - rC AZDoaC'ss -s Cllr-11-leNi"i- -moo 6 eves Am .itsi est P—eseaa . Sheet Number(s): "Cloud" or highlight all areas of revision including date/of/revision Received at the City of Tukwila Permit Center by: �,` 1 (/ Entered in Permits Plus on 0 7//9/3 C:\Users\jennifer-m\DesktopUtevision Submittal Form.doc Contractors or Tradespeople Per Friendly Page 1 General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name PACIFIC MOBILE STRUCTURES INC UBI No. 600498022 Phone 3607480121 Status Active Address Po Box 1404 License No. PACIFMS033DC Suite/Apt. License Type Construction Contractor City Chehalis Effective Date 3/3/1997 State WA Expiration Date 11/8/2014 Zip 98532 Suspend Date County Lewis Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status PACIFM5097D0 PACIFIC MOBILE STRUCTURES INC Construction Contractor General Unused 3/20/1991 2/20/1997 Archived PACIFML150QL PACIFIC MOBILE LEASING INC Construction Contractor General Unused 11/13/1985 10/28/1997 Archived Business Owner Information Name Role Effective Date Expiration Date HAAKENSON, RICHARD E, OWNER Member 01/01/1980 Amount HAAKENSON, GARTH PHILLIP President 11/04/2010 01C131839030 HAAKENSON, JEAN ANN Secretary 01/01/1980 MOORE, GRETCHEN LEE Treasurer 11/02/2010 AMERICAN ECONOMY INS CO Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 9 WESTERN SURETY CO 69913574 05/26/2005 Until Cancelled $12,000.00 05/25/2005 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 17 American Economy Insurance Co 01C131839030 01/31/2012 01/31/2014 $1,000,000.0001/30/2013 16 AMERICAN ECONOMY INS CO 01C13183901 01/31/2011 01/31/2013 $1,000,000.0001/26/2012 15 AMERICAN ECONOMY INS CO 01C1131839010 01/31/2010 01/31/2011 $1,000,000.0002/02/2010 14 TRAVELERS INDEMNITY CO OF AMER 660238J24201ND 01/31/2007 01/31/2010 $1,000,000.00 01/23/2009 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https://fortress.wa. i;ov/lni/bbip/Print.aspx 08/08/2013 e A 3 FOSTER HIGH SCHOOL PORTABLE PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DOD Approved ihn Cab 4 Date: m to 1.REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new pian submittal and may include additional plan review fcss. 1 OWNER:TUKWILA SCHOOL DIST. 4640 S. 144TH STREET TUKWILA, WA 98168 PROJECT MANAGER: DAVID JOHNSON PHONE: (206) 901-7822 FAX: (206) 901-8016 E-MAIL: johnsond@tukwila.wednet.edu ARCHITECT: DYKEMAN, PS 1716 W. MARINE VIEW DRIVE 2nd FLOOR EVERETT, WA. 98201 PRINCIPAL: m0000aooc PROJECT ARCHITECT: =au PHONE: (425) 259-3161 FAX: (425) 259-5242 MOBILE: (voc) moc-kooc E-MAIL: info@dykeman.net SEPARATE PERMIT REQUIRED FOR: Mechanical El Electrical lat Plumbing 'Gas Piping City of Tukwila E3U/LDING DIVISION AWA ELECTRICAL CONSULTANTS 19015 36TH AVENUE WEST SUITE E LYNNWOOD, WA 98036 PROJECT MANAGER: BRAD ADCOCK PHONE: ((425) 775-1799 FAX: (425) 774-9870 E-MAIL: brad@awaelec.com These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac' . of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to -field inspection by the Public Works utilities inspector. Date: FILE COPY Permit No...,P1 Plan review approval Is subject to errors and omission& Approval of construction documents does not authorize the violation of any adopted code' or ordinance. Receipt of approved : i , , ' I is acknowledged: BY Date City or'Rukwifa BUILDING DIVISION DECKER CONSULTING ENGINEERS 911 WESTERN AVENUE SUITE 406 SEATTLE, WA 98104 PROJECT MANAGER: JAY DECKER PHONE: (206) 403-0933 FAX: (206) 323-71535 E-MAIL: jayd@deckerce:com HARRISON DESIGN REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of u wila BUILDING ISION GENERAL G1.0 COVER SHEET G1.1 PROJECT INFORMATION DATA SHEET LANDSCAPE L1.0 PLANTING PLAN L1.1 PLANTING DETAILS CIVIL C0.0 COVER SHEET C1.1 TEMP EROSION/SEDIMENTATION CONTROL PLAN C1.2 TEMP EROSION/SEDIMENTATION CONTROL NOTES & DETAILS C2.1 GRADING & UTILITY PLAN C2.2 GRADING & UTILITY DETAILS ARCHITECTURAL ASI.0 PARTIAL SITE PLAN 4t^hi STRUCTURAL F1 PLAN/NOTES/SCHEDULES FDN F2 DETAILS MODULAR SHEARWALL FDN F3 DETAILS MODULAR SHEARWALL FDN ELECTRICAL .E3:0- ELECTRICAL PORTABLE PLAN E WELCOME RAMP 1of5 ACCESS RAMP COVER SHEET 2of5 ALUMINUM MODULAR CONFIGURATION TEMPLATE 3of5 ACCESS RAMP NOTES & SPECIFICATIONS 4of5 ACCESS RAMP PLATFORM 5of5 ACCESS RAMP STAIR DETAILS & DETAILS 1-7 I- itAcc 10\- , P n[` -T (c P( t 911 WESTERN AVENUE SUITE 406 SEATTLE, WA 98104 PROJECT MANAGER: MARGARETT HARRISON PHONE: (206) 405-2540 MOBILE: (206) 856-2047 E-MAIL: margarett@harrisondesignla.com RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER DYKEMAN INS ':;'ING EVERYDAY SPACI S tel: 425.259.3161 1 fax: 425.259.5242 1 www.dykeman.net 1716 West Marine View Drive 1 Everett, WA 98201-2098 architecture 1 interior design 1 planning 1 graphic design CONSLi. AN i REG1S'i'RAT ON STAMPS: REGIST RED ARCHIT.CT PRO.iECi ID_NTI:FC.\11CN: FOSTER HIGH SCHOOL PORTABLE 4242 S. 144TH STREET TUKWILA WA, 98168 This drawing is: 1. Copyright 2013 DYKEMAN Architects P.S. 2. The Architect's Instrument of Professional Service. 3. For use on this project only. Obtain Architect's written permission for any other use or reproduction. ISS L: ED: MARK DATE DESCRIPTION 03-22-2013 CUP SUBMITTAL 06-10-2013 PERMIT SUBMITTAL PROJECT NUMBER: i 2013-011 APPROVED BY: DJ PROJECT DIRECTOR: i TJJ PROJECT ARCHITECT: TJJ CHECKED BY: JOB CAPTAIN: DAO DRAWN BY: DRAWING TITLE: COVER SHEET DRA\ViNG NUMBER: G1.0 2 3 c B A 1 1 2 1 3 ABBREVIATIONS GENERAL NOTES TAX ACCOUNT NUMBER(S) NOTE: 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND COORDINATE 15223049108 WHEN/IF USED, THE FOLLOWING ABBREVIATIONS AND/OR SYMBOLS HAVE THE MEANINGS LISTED BELOW. ADDITIONAL ABBREVIATIONS MAY BE DEFINED AT THE WORK OF ALL TRADES INVOLVED IN THE PROJECT AS PART OTHER PLACES IN THE DOCUMENTS. OF THIS CONTRACT. 0 DIAMETER OR ROUND GA. GAUGE 2. CONTRACTOR SHALL VERIFY CONDITIONS AT THE SITE AND LEGAL DESCRIPTION # POUND OR NUMBER GALV. GALVANIZED T. TREAD _ ri D Yr K !VIA N & AND ' GEN. GENERAL T.BD. TACKBOARD REPORT ALL DISCREPANCIES TO THE ARCHITECT BEFORE c CENTERLINE GL. GLASS T.J. TOOL JOINT PROCEEDING WITH THE WORK. W 500 FT OF S 629.84 FT OF SE 1/4 OF SE 1/4 & S 1/2 OF SW 1/4 OF SE 1/4 LESS (E) EXISTING GLB. GLU-LAMINATED BEAM T.O. TOP OF L ANGLE GND. GROUND T.O.BM. TOP OF BEAM W 190 FT OF E 565 FT OF S 320 FT LESS CO RDS AT GR. GRADE T.O.C. TOP OF CURB 3. CONTRACTOR SHALL PROVIDE A COMPLETE AND PROPER GYP. GYPSUM T.O. CMU. TOP OF CONCRETE MASONRY UNIT A.B. ANCHOR BOLT T.O.P. TOP OF PAVEMENT EXECUTION OF THE WORK AS INDICATED ON ALL DRAWINGS. IF A.B. ASPHALTIC CONCRETE H. HEIGHT T.O.S. TOP OF STEEL ERROR IN LAYOUT, DIMENSIONS, OR DETAILS ARE FOUND A.F.F. ABOVE FINISH FLOOR H.B. HOSE BIB T.O. VCMU TOP OF VENEER CONCRETE MASONRY UNIT N S i it I N ,: i 1 [ R 1 D A Y S I' A C r S AIC AIR CONDITIONING H.C. HOLLOW CORE T.O.W. TOP OF WALL BETWEEN ARCHITECTURAL, STRUCTURAL, MECHANICAL, ACOUST. ACOUSTICAL H.M. HOLLOW METAL T.P.D. TOILET PAPER DISPENSER ACT. ACOUSTICAL CEILING TILE H.V.A.C. HEATING, VENTILATING &AIR CONDITIONING T.S. TUBE STEEL ELECTRICAL, CIVIL OR LANDSCAPE DRAWINGS CONTACT THE tel: 425.259.3161 I fax: 425.259.5242 1 www.dykeman.net C AD. AREA DRAIN H.W. HOT WATER TEL. TELEPHONE ARCHITECT IMMEDIATELY BEFORE PROCEEDING. ADJ. ADJACENT HWR HOT WATER RECLAIM TEMP. TEMPERED 1716 West Marine View Drive 1 Everett, WA 98201-2098 AGGR. AGGREGATE H.W.T. HOT WATER TANK TRANS. TRANSITION ALT. ALTERNATE HC. HANDICAPPED TV TELEVISION 4. REGULATIONS, STANDARDS, CONSTRUCTION, MATERIALS AND BUILDING DATA architecture 1 interior design I planning 1 graphic design ALUM. ALUMINUM HDBD. HARDBOARD TYP. TYPICAL REQUIREMENTS FOR INSTALLATION OF MATERIALS SHALL ANG. ANGLE HDW. E HARDWOODUNF. ANOD. ANODIZED HDWD. HA UNFINISHED CONFORM AND BE GOVERNED BY THE EDITION OF THE CODE APPROX. APPROXIMATE HGT. HEIGHT U.O.N. UNLESS OTHERWISE NOTED IDENTIFIED IN THE CODES SECTION OF THIS SHEET. OCCUPANCY = E ARCH. ARCHITECT ASPH. ASPHALT AV. AUDIOVIDEO AWP. ACOUSTICAL WALL PANEL BD. BOARD BITUM. BITUMINOUS BLDG. BUILDING MG. BLOCKING BLKT. BLANKET SLK. BLOCK BM. BEAM BOT. BOTTOM BTWN. BETWEEN BUR. BUILT UP ROOFING HORIZ. HR. .D. .H.M. NCL, NSUL. NT. NV. JAN. JST. JT HORIZONTAL UR. URINAL HOUR UTIL. UTILITY V.B. VAPOR BARRIER 5. REFERENCING DRAWINGS IS FOR CONVENIENCE ONLY AND CONSTRUCTION TYPE = TYPE V -B NSIDE DIAMETER (DIM,) VCT VINYL COMPOSITION TILE DOES NOT LIMIT APPLICATION OF DRAWINGS OR DETAILS. NSULATED HOLLOW METAL V.PLAS. VENEER PLASTER BUILDING AREA = (2)* 1,792 = 3,584 SF NCLUDE V.R. VAPOR RETARDER NSULATION, INSULATING V.T.R. VENTTHRU ROOF 6. MATERIALS AND FINISHES LISTED ON INTERIOR AND EXTERIOR NTERIOR V.W.C. VINYL WALL COVERING ELEVATIONS ARE FOR GENERAL INFORMATION AND AREA OF WORK =12,900 SF INCLUDES SITE DISTURBANCE AREAS NVERT VCMU, VENEER CONCRETE MASONRY UNIT VERT. VERTICAL CONVENIENCE OF THE CONTRACTOR. IN ADDITION TO JANITOR VEST. VESTIBULE MATERIALS AND FINISHED INDICATED OR SPECIFIED ELSEWHERE JOIST VFY. VERIFY JOINT IN THE DOCUMENTS. W. WEST, WOMEN, OR WIDTH COi SI,LTANT: K.B. KWIKBOLT W/ WITH C. CHANNEL KIT. KITCHEN W.C. WATER CLOSET 7. HEIGHT DIMENSIONS ARE GIVEN FROM FINISHED FLOOR WHERE C.B. CATCH BASIN KP. KICK PLATE W.GL. WIRE GLASS INDICATED, OR RELATIVE TO DATUM NOTED ON DRAWINGS. PROJECT DESCRIPTION C.F.M. CHANGE IN FLOOR MATERIAL W.H. WALL HUNG OR WATER HEATER C.G. CORNER GUARD L. LENGTH, LONG W.W.F. WELDED WIRE FABRIC REGISTRATION RACION S I r\Vii S: _ C.I. CAST IRON L.S. LAG SCREW Wio WITHOUT 8. N.I.C.EQUIPMENT IS FURNISHED AND INSTALLED BY OTHERS. C.I.P. P. CAST IN PLACE L.F. LINEAL FOOT OR FEET WD.WOOD Q.J. CONTROL JOIL.E LOW GLOSS ENAMEL WWORK POINT CONTRACTOR IS RESPONSIBLE FOR COORDINATING ADDITION OF (2)28X64 PORTABLE CALSSROOMS. THE CALSSROOMS WILL BE C.JT. CONSTRUCTION JOINT L.M.F. LIGHT GAUGE METAL FRAMING WP. WATERPROOF INSTALLATION AND PERFORMING WORK AS REQUIRED BY EQUIPPED WITH FIRE SPRINKLERS PER THE TMC. THE PORTABLES WILL HAVE C.M.U. CONCRETE MASONRY UNIT L.L.H. LONG LEG HORIZONTAL WRGWB. WATER RESISTANT GYPSUM WALL BOARD NO OTHER PLUMBING CONNECTIONS. C.O. CLEAN OUT L.L.V. LONG LEG VERTICAL DETAILS OR SPECIFICATIONS FOR EQUIPMENT INSTALLATION. C.R. COLD ROLLED LAM. LAMINATE C.T. CERAMIC TILE LAV. LAVATORY C.Y. CUBIC YARD LBS. OR# POUNDS 9. F.O.I.C. EQUIPMENT IS FURNISHED BY OTHERS AND INSTALLED CA. CAMBER LT. LIGHT SYMBOLS AS PART OF THIS WORK. THE CONTRACTOR IS RESPONSIBLE CABT. CABINET LTG. LIGHTING CEM. CEMENT FOR COORDINATING THE WORK AS REQUIRED FOR 6' •7 REGIST, RED ARCHIT: CT TI+ ITHY J. J A OF WASHIN a ON - CL. CLOSET M MEN DETAIL NUMBER INSTSALLATION. CLG. CEILING M.B. MACHINE BOLT CLKG. CALKING M.0, MASONRY OPENING CLR. CLEAROUNM.D.O. MEDIUM DRROVERLAY 10. DO NOT SCALE DRAWINGS : CONTACT ARCHITECT FOR ANY CNTR. COUNTER M.F.C. METAL FURRING CHANNEL ' B1 INDICATES TYP., SIM., REV. COL. COLUMN MATL. MATERIAL NEEDED CLARIFICATION. CONC. CONCRETE MAX. MAXIMUM A8.0 (IF USED) CONF. CONFERENCE MECH. MECHANICAL SIM. CONN. CONNECTION, CONNECT MEMB. MEMBRANE 11. CONTRACTOR SHALL SEALL AROUND ALL MPENETRATIONS FOR CONST. CONSTRUCTIONMIL. MEET NINE SHEET NUMBER WHERE FIRE RATED WALLS, INCLUDING, BUT NOT LIMITED TO PIPING, CONCONT. CONTINUOUS MFR. MANUFACTURER DETAIL IS LOCATED DUCT, CONDUIT ETC. WITH FIRE STOPPING PER THE CODES CORK CARPET CORRIDOR MH. M NNHOM SECTION NUMBER THAT GOVERN THIS SET OF DOCUMENTS. CTR. CENTER MISC. MISCELLANEOUS CTSK. COUNTERSINK C1 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 PROJEC 1 1DEN"1'IFiCA ION: FOSTER HIGH SCHOOL PORTABLE S. 144TH STREET CW. COLD WATER N. NORTH SHEET NUMBER WHERE 12. CONTRACTOR SHALL MAINTAIN THE INTEGRITY OF THE VAPOR CY. CUBIC YARD N.I.C. NOT IN CONTRACT A3. SECTION IS LOCATED BARRIER MEMBRANE AT THE FLOOR SLAB, WALLS, AND ROOF. N.T.S. NOT TOSCALE BACKER ROD, SEALANT AND OTHER APPROVED MEANS SHALL BE D.F. DRINKING FOUNTAIN NO. NUMBER .- .� D.L. DEAD LOAD NOM. NOMINAL / \ DETAIL NUMBER APPLIED CONTINUOUSLY AROUND ALL EXTERIOR DOORS AND •4242 City of Tukwila BUILDING DIVISION TUKWILA WA, 98168 D.S.P. DRY STANDPIPE / B2 ' WINDOW PENETRATIONS AND OTHER AREAS OF POTENTIAL AIR D.W. DISH WASHER 0.A. OVERALL This drawing is: g DBL. DOUBLE O,C. ON CENTER I< A9, , SHEET NUMBER WHERE INFILTRATION, INCLUDING STRUCTURAL, MECHANICAL AND DEMO. DEMOLITION O.D. OUTSIDEVERFLWRAINDIAMETER(DIM.) /� DETAIL IS LOCATED ELECTRICAL PENETRATIONS. THE CONTRACTOR SHALL REPAIR DEPT. DEPARTMENT O.R.D. OVERFLOW RAIN DRAIN � ` DET. DETAIL OFF. OFFICE ANY DAMAGE TO VAPOR BARRIER, OR REPLACE THEM PRIOR TO DIA. DIAMETER OH. OVERHEAD COVER, AS APPROVED.permission DIAL. DIAGONAL OPNG. OPENING A INTERIOR ELEVATION NUMBER DIM. DIMENSION OPP. OPPOSITE HAND 1. Copyright 2013 DYKEMAN Architects P.S. 2. The Architect's Instrument of Professional Service. 3. For use on this project only. Obtain Architect's written for anyother use or reproduction. 1eP B DISPL. DISPOSAL DISP. DISPENSER DN. DOWN P.C. PORTLAND CEMENT OR C/T PRECASTD DR. DOOR P.D.A. POWDER DRIVEN ANCHOR DS. DOWNSPOUT P. L. PROPERTY LINE CTL. DETAIL PLAM. PLASTIC LAMINATE INTERIOR ELEVATION 13. THERMAL AND SOUND INSULATION IS INTENDED TO PROVIDE A D1 , �l VIEW DESIGNATION A6 CONTINUOUS ENVELOPE AS INDICATED. SHEET NUMBER WHERE 14. ALL ADA TOILETS, URINALS AND STALLS SHALL MEET THE CODES 1SSUIA) . MARK DATE DESCRIPTION DWG. DRAWING P.O. PANEL OPENING C ELEVATION IS LOCATED THAT GOVERN THIS SET OF DOCUMENTS. DWR. DRAWER P.S.F. POUNDS PER SQUARE FT. 03-22-2013 CUP SUBMITTAL P.S.I. POUNDS PER SQUARE INCH E. EAST• P.T.D. PAPER TOWEL DISPENSER DOOR NUMBER BASED 15. WHERE EXTERIOR CONCRETE WALKS AND LANDINGS ABUT E.A. EXPANSION ANCHOR P.T.D,F, PRESSURE TREATED DOUGLAS FIR 06-10-2013 PERMIT SUBMITTAL E.B. EXPANSION BOLT P.T.D.R. PAPER TOWEL DISPENSER/ RECEPTACLE �ON ROOM NUMBER BUILDING, THEY SHALL BE SLOPED AWAY FROM THE BUILDING E.F.S. EXTERIOR FINISH SYSTEM P.T.R. PAPER TOWEL RECEPTACLE0 AS NOTED, BUT IN NO CASE LESS THAN 1/8":12°. __ _.__ E.I.F.S. EXTERIOR INSULATION FINISH SYSTEM PED. PEDESTAL, PEDESTRIAN DOOR LETTER E.J. EXPANSION JOINT PL. PLATE E.W.C. ELECTRIC WATER COOLER PERF. PERFORATED - - EA. EACH PLAS. PLASTER 16. MAINTAIN NOTED SLAB THICKNESS AT ALL RECESSED SLAB AREAS AND SLOPING SLABS, TYPICAL. EL. ELEVATIONRCA PLWD.NLPANEL -- 1 " - < WINDOW AND RELITE TYPE ELEC. ELECTRICAL PNL. PANEL ELEV. ELEVATOR PR. PAIR EMER. EMERGENCY PROP. PROPERTY 17. ALL FOAM PLASTIC INSULATION COMPLY WITH THE SURFACE - _- ENCL. ENCLOSURE PT. POINT BURNING CHARACTERISTICS DEFINED BY THE CODE THAT I I EQ. EQUAL . , , . . , P,TN. ..„ $. BARTITION ROOM < EQPT. EQUIPMENT PVC. POLYVINYL CHLORIDE ROOM NAME GOVERNS THIS DOCUMENT. NAME PROJECT NUMBER: I 2013..011 EXH. EXHAUST PVMNT. PAVEMENT EXIST. EXISTING APPROVED BY: DJ _ TILE 18. ` SPECIAL INSPECTIONS I EXP. EXPANSION Q.T. QUARRY EXTERIOR QUANTITY 1 01 < ROOM NUMBER SHALL BE PROVIDED AS REQUIRED BY PROJECT DIRECTOR: TJJ EXT. QTY. THE CODE THAT GOVERNS THIS DOCUMENT. I FIRE ALARM R. RISER OR RADIUS PROJECT ARCHITECT: TJJ BAR RA. RETURN AIR < WALL TYPE F.B.FA. FLAT F.B.O. FURNISHED BY OWNER R.D. ROOF DRAIN SS101 GOVERNING CODES CHECKED BY: I DAO F.D. FLOOR DRAIN R.W.L. RAIN WATER LEADER F.D.C. FIRE DEPARTMENT CONNECTION RAD. RADIUS 1. WAC 51-50 INTERNATIONAL BUILDING CODE, 2009 EDITION F.E. FIRE EXTINGUISHER REFL. REFLECTED JOB CAPTAIN: DAO F.E.C. FIRE EXTINGUISHER CABINET REFR. REFRIGERATOR DRAWN BY: F.F. FINISH FLOOR REF. REFERENCE WAC A 2. 51-52 INTERNATIONAL MECHANICAL CODE. 2009 EDITION F.H. FIRE HYDRANT OR FULL HEIGHT REINF. REINFORCED F.H.C. FIRE HOSE CABINET RELOC. RELOCATE REVISION IDENTIFICATION F.H.S.M.S FLAT HEAD SHEET METAL SCREW REQ. REQUIRED 3. WAC 51-54 INTERNATIONAL FIRE CODE, 2009 EDITION . .... F.H.W.S. FLATHEAD WOOD SCREW RESIL. RESILIENT F.O. FACE OF RM. ROOM REVISION CLOUD OA F.O.B. FACE OF BM. 4. WAC 51-57 UNIFORM PLUMBING CODE, 2009 EDITION F.O.C. FACEOF CONCRETE OR COLUMN S. SOUTH F.O.PROJECT F.O.F..M.0 FACE OF CMU S.C. SOLID CORE FACE OF FINISH OR FOUNDATION S.C.D. SEAT COVER DISPENSER 5. WAC 51-11 WASHINGTON STATE ENERGY CODE, 2009 EDITION 4°1 < DRAW NG I II if: I N O F R MAT I O N A F.O.LC. FURNISHED BY OWNER- NSTALLED BY CONTRACTOR S.DISP. SOAP DISPENSER WORK POINT, CONTROL POINT 411130�. F.O.S. FACE OF STUD S.D. STORM DRAIN OR DATUM POINT F.R.T. FIRE RETARDANT TREATED S.N.D. SANITARY NAPKIN DISPENSER o2.0 F.R.P. FIBERGLASS REINF. PANEL S.F. SQUARE FEET 6. WAC 51-13 WASHINGTON STATE VENTILATION & INDOOR AIR b k F.S. FLOOR SINK S.N.R. SANITARY NAPKIN RECEPTACLE QUALITY CODE, 2009 EDITION AND DATA SHEET FDN. FOUNDATION S.SK, SERVICE SINK < 1.0 < KEYED NOTE NFPA STANDARD 72, 13, 13-D, 13-R 2002 FIN. FINISH SCHED. SCHEDULE FIXT. FIXTURE SECT. SECTION SHWR. SHOWER< FLASH. FLASHING 7. ICC/ANSI A117.1-2003 ACCESSIBLE AND USABLE BUILDINGS AND SHEET /_< FFLOOR SHT. LT, FLUOR. FLUORESCENT SHTG. SHEATHING MATERIAL CALLOUT FACILITIES RECEIVED FPG. FIREPROOFING SIM. SIMILAR FPRF. FIREPROOF SPEC. SPECIFICATIONS CITY OF T U K W I L A FRMG. FRAMING SPKR. SPEAKER FT. FOOT SQ. SQUARE SUBMITTALS Di: vN. !NG N U vi I3 ER: q FTG. FOOTING SST. STAINLESS STEEL 1. FIRE SPRINKLER JUN 1 0 2013 74)DEFERRED FUR. FURRING STD. STANDARD INDICATES DIRECTION OF STL. STEEL G.B. GRAB BAR STOR. STORAGE MAGNETIC NORTH G.C. GENERAL CONTRACTOR STRUCT. STRUCTURAL NORTH PERMIT CENTER G.I. GALVANIZED IRON SUSP. SUSPENDED G.P.B. GYPSUM RASTER BOARD SYM. SYMMETRICAL G.W.B. GYPSUM WALLBOARD SYS. SYSTEM G1.1 < BREAK LINE 1 1 2 1 3 1 1 I 2 I 3 I 7. PRIOR TO INSTALLATION,ALL PLANT MATERIAL PROPOSED FOR USE PLANTING NOTES' \ ' ? � + i 11 ON THE PROJECT SHALL BE APPROVED BY THE OWNER OR LANDSCAPE ARCHITECT AT THE TIME OF DELIVERY TO THE SITE FOR w , d ,. ,1 ; rYsNkRit, l}, I , �� , 1„ ��1 �I, I I EXISTING LANDSCAPE 1. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARITY WITH ALL CONFORMANCE WITH THE REQUIREMENTS OF THE PLANT SCHEDULE,' TO 77_ UNDERGROUND UTILITIES, PIPES AND STRUCTURES. CONTRACTOR.�,I SHALL TAKE SOLE RESPONSIBILITY FOR ANY COST INCURRED DUE TO NOTES, AND STORAGE AND HANDLING REQUIREMENTS. OF TWO DAYS TICE PRIOR "' DAMAGE OF SAID UTILITIES. VERIFY ALL UTILITY LOCATIONS,PADS,I 10 S TO RANDSCAPEOVIDE A IARCHITEC �� - �0 ✓; , teheeaxaAs�al—I .1718 ,' ' ' `I ,, , ;4 „,, m'¢e eoA.oea¢ Nee Maew Y/n Odra te» dd,o ; '�I-��-- ,1,1 r , , I I F I pl ,A -rn ll, KA W dreg ' i �; � grremevaeA 98¢01 f b,,,;, -RBBB dn(, , """'� --- -.... AND APPURTENANCES PRIOR TO PLANTING ACTIVITY. DO NOT BLOCK DECONTLVETRYT THE OWNER ORNIMUM ®®��'` ® ° Ii �'''' ''' �I'' '��`'' 4� � �' �� ►� � -� �•� o o 71,:ifi , ® ,/ �, Cid ` o�`�o f ; efo tte a o j � � - ®; *41 •j LANDSCAPE ARCHITECT RETAINS THE RIGHT TO INSPECT TREES, ° ACCESS TO UTILITY STRUCTURES. IDENTIFY DISCREPANCIES � IMMEDIATELY TO OWNER OR LANDSCAPE ARCHITECT. SHRUBS,AND GROUNCOVER FOR COMPLIANCE AT ANY TIME. ^� SUBSTITUTUIONS OR CHANGES IN MATERIALS AND PLACEMENT SHALL •' BE MADE ONLY WITH WRITTEN CHANGE ORDERS AS AGREED UPON BY 2 ° DURING INSTALLATION THE LANDSCAPE CONTRACTOR SHALL NOTIFY r DSCAP THE LANDSCAPE ARCHITECT OF ANY CONDITIONS THAT MAY BE THECONTRACTOR, LANDSCAPE ARCHITECT, AND OWNER. �' �''"":,{,�" �',>''4;�''�'}++!i'I"�I',;,,I,+,o harrison design a e s landscape architecture I; ! ;; ' �i �I : 4, ° � °'f �. HARMFUL TO PLANT LIFE; SUCH AS POOR DRAINAGE, HAZARDOUS LAYOUT OF PLANTING BEDS -AND PLACEMENT OF TR R S ,� 'IMATERIALS, ETC. BEGINNING WORK CONSTITUTES ACCEPTANCE EES, SH OF 8. SHRUBS, l , ; SHALL�honoH2 , , , ;' ,� j SITE CONDITIONS AS SATISFACTORY. GROUNDCOVERS, BE APPROVED BY THE OWNER OR ;: ; ff ' ! LANDSCAPE ARCHITECT PRIOR TO INSTALLATION. l ° 3. PREPARATION FOR PLANTING BEDS AND SEEDED AREAS SHALL BE AS •� FOLLOWS: 9. FOLLOWING INSTALLATION OF PLANT MATERIAL, MULCH ALL PLANTING • A. RIP GRADE TO A DEPTH OF 12" BEDS AND TREE PITS WITH APPROVED MEDIUM FINE BARK OR WOOD 4, i ' CHIP MULCH. TREE AND SHRUB AREAS SHALL RECEIVE THREE (3) , ° B. REMOVE COBBLES, ROCKS, CONCRETE, ASPHALT AND �' '� OTHER DEBRIS OVER 2" IN DIAMETER. INCHES AND GROUNDCOVER AREAS SHALL RECEIVE TWO (2) INCHES G ! 4' �, C. OF MULCH. FINELY GRADE MULCH AWAY FROM TREE TRUNKS AND ® .1TWO (2) INCHES OF GRADE A ORGANIC COMPOST 9 teo, eatto swd 9814 08.4 ;'� 284 a.t:nm r Ali f f �l h iI __ i ' ,�° SHRUB STEMS. DO NOT PLACE MULCH DIRECTLY AGAINST TREE 0 (CEDAR GROVE COMPOST OF APPROVED EQUAL) INTO THE ® •, SUB -GRADE TO A DEPTH OF EIGHT (8-12) INCHES. TRUNKS OR STEMS. .� D m ° D. FULLY INCORPORATE COMPOST TO CREATE A q” HOMOGENOUS MIXTURE. 10. FINISH GRADE (TOP OF MULCH) IN PLANTING BEDS AND TURF AREAS '' -' `' ' 4, ®F SHALL A MINIMUM OF 1" BELOW TOP OF HEADER, WALL, CURB, OR r': '' ;'' 4' ®® •� FINISHED SURFACE OF ADJACENT WALK OR PAVED AREAS t '®@ ° 4. PROVIDE SOIL TEST OF PREPARED PLANTING BEDS BY A CERTIFIED ®® .° SOIL LAB INCLUDING RECOMMENDATIONS FOR SOIL ® u, `�' ®® - 11.ALL PRUNING AND ROUTINE MAINTENANCE OF TREES SHALL MEET �, _ AMENDMENTS/FERTILIZATION. ° v_ Q . END THE AMERICAN NATIONAL STANDARDS INSTITUTE (ANSI) TREE CARE '; , - ; STANDARDS (ANSI Z133.1 AND A300). 5. IMPORTED SOIL USED TO BE PRE -APPROVED 3 -WAY PLANTING SOIL. �p ta4 ,'1, , ,4 'i'll„ '' ' `:' Il;i;i+Ir4j W� ''', - _:_.•.,:: ' ;. , ` " �' ;; .:; . ".1d . ; ; ; ; ,� ',' ", v. r y ; , ,� ' �'' ''PROVIDESYSTEM. t �, •. PLANTINGSHALL'BE TILLED INTO PREPARED SUBGRADE TO A DURING MINIMUM 8" DE 12.CONSTRUCTION, KEEPPAVEMENTS AND BUILDING AREAS •° ;, PTH. ALL AREAS SHALL BE FINAL GRADED TO AVOID HIGH LOWSPOTS, AND VIDE POSITIVE DRAINAGE. CLEAN ' �RO TIV �; OS EPORTABLE ° :,, 6. ALL PLANT MATERIAL SHALL BE NURSERY GROWN (NOT FIELD 13. ALL PLANTING AREAS SHALL RECEIVE FULLY AUTOMATIC IRRIGATION -COLLECTED), CONTAINERIZED OR BALLED AND BURLAPPED. PROVIDE 100% COVERAGE TO ALL AREAS. � Jt . �!l�tA11A�I ,=, �� i� ,; l7 `,t `;I�;k FOS oaL 42 42 S. 144TH TUKWILA WA, 98188 _. .%_P J 1 ; �,,SOUND, I .,<. �Iw �,.. II i ; ; ,', ,• ; a N . ' �, , ' " IJ y , a,�. �, �,. •° 44/ ill . I, i ._ HEALTHY, VIGOROUS PLANTS, FREE OF DEFECTS, ONLYREVIEWED DISEASE,AND ALL FORMS OF ° INFESTATION MEASUREMENTS, °CALIPER, BRANCHING, GRADING QUALITY, BALLING AND BURLAPPING 1 PLANT MATERIAL SHALL CONFORM TO MINIMUM STANDARDS OF ANSI Z60.1, LATEST EDITION. i PLANT SCHEDULE FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 . City of Tukwila wila BUILDING DIVISION B II , - ,..'.. - p f w I i = -- - - - - ` ' .° SYMBOL irVVk (Me �.r ®_ ��'° BOTANICAL NAME COMMON NAME SIZE SPACING QTY CARPINUS BETULUS 'FASTIGIATA' EUROPEAN HORNBEAM 2" CAL. B&B AS SHOWN 6 �� LIMIT OF WORK MISCANTHUS SINENSIS 'YAKUSHIMA' YAKUSHIMA EULALIA GRASS 5 GAL. AS SHOWN 10 ("'..; r .., .._ „ PLANTING p ..... ........n{ \.1.Capyd&2013DYI PLAN VIBURNUM DAVIDII DAVID VIBURNUM 2 GAL. AS SHOWN 6 MNdluwagis: MANAtehfmpeP,S. 2. Tho Arth0a4e meawtut ofDefeseionel Swaim. 3.ForueeonlhapmJatonly w O366Atchltme rtten potted pe9anformya u•eem. i � el '1 lflli( IIIA, 1" =16' 0 16' 32' \ He i' Iii ,r I IIILIW, l+ MAIIIC DATE 1 DESCRIPTION 10 MAR 2013 I CUPSUBMITrAL 'MYRETOUN 56 IBM/WPM I BUILDING PERMIT SCALE: 1/16" =1'-0" o ERICA CARNEA RUBY' WINTER HEATH 1 GAL. 30" 0.C. I - -I- -I-- -I- -I- -I- -1- -1- v HYDROSEED ALL DISTURBED AREAS WITH LAWN MIX y = A —I — A —I — PROBK.TNUMBER: 1 2013011 APPEOYTJ 8Y: 1 DJ PROJECT D1RECIOR: I TJJ PROJECT ARCQBTECT. 1 TJJ COCK DDY: 1 MAN 10B CAPTAIN: 1 DAO RECEIVED DRAWN BY 1 "P'N CITY OF TUKWILA JUN 1 0 2013 ‘111° PERMIT CENTER 0;,,, ,,, �';i,r, I,11,11�tlt PLANTING PLAN 01 t) rilli..."1:07.1,0 I 'l 111 ', r I I iri ' ' ;' , I 1 Ail " r 1� l fl' I° I;l' h' •A��I�}Bil�,t S P i` ,, `r It ,1- ,I` I''` I ' _. , I, 1 I 2 I 3 I 1 2 I 3 I li 1 1111° lrlll �r !°!242°T.11 1718 Clot k b!ma 1,^i 'i t( Nexiov ! I i i 11 a; Z ` `` r dt1� il�>i[l 1 Z1 ,f1ilfi0Y I a P ti fofl¢BRBB.BBIB _ *BrFa .� i f N.41. pl II 1 mN, 1.; ;I,I (i'�" I� :747'f22,!! IIA BB¢BI Q pat ,Ilil �,�r I, IbR.!(>{�ia RBBB f¢ ilk 91 1f r01b+YI III , I Il�i� �II 1 W',1',' C C A . A harrison landscape 911 weslern Seattle, phone wNhY.hNIiISif111111:Id1Jrlie,nfllll design architecture eve, supe 301 wa 98104 ,,f, 209.40b:2b40 � \r �� Yf P�' ) I f� I yjl` �1Fr P lV' I ' A, 4 i7 A p 17 I7 a 49 '0411100' il1` II+,Ij f'I'1 ki'tii 1` o 00 Q � R iE1iVED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 4 ±' _ "CHAINLOCK" © o p OR EQ. TREE TIE MATERIAL WIDTH) Tukwila ' (1" NAIL OR STAPLE TO STAKE TO City of DIVISION A p HOLD VERTICALLY. LOOP EACH TIE RU1L®INC IZIEiz I „ jiil; l „' q h1 u, ` `<U;�l 44 AROUND HALF TREE LOOSELY TO r a PROVIDE SLACK FOR TRUNK GROWTH. FOSTER ,a HIGH SCHOOL PORTABLE 4nilr�w.'I�w STAKE TREE W/ (2) TREATED 2" DIA. LODGEPOLE PINE DOWELED TREE STAKES. (8' LENGTH) LOOP EACH TIE AROUND HALF TREE LOOSELY TO PROVIDE 1" SLACK FOR TRUNK GROWTH. S� s8 B '--+� SET TOP OF ROOT CROWN 2" ABOVE ADJACENT CURB & SIDEWALK GRADE B NM 1J-6" w 2-3" MULCH TAPERED @ TRUNK 2" SAUCER REMOVE ALL WIRE & STRING, AND REMOVE ALL BURLAP FROM TOP % OFRECEIVED CITY OF TUKWILA REMOVE L. ����2013 JUN 1 0 \''��%,,, -, ""--. iwr- _ __,, „ge.0"/4, iii. 4.> I '%,' •% I� PERMIT CENTER NT �/� /` _ � � �i PLANT SO CROWN 2" MULCH ���/�/�/� ,�� OF ��� �/ / `��///\ - A—Ak�_ Alh• �/ /. / �, ��4\ ` ROOTBALL IS LEVEL BACKFILL WITH TOPSOIL AND APPLY ��,`/``/`` "4- ` //� SCARIFY PIT WALLS WITH FINISH ,, 2ThBAIBWIxP9fmtnmmtofProLeavBmdBaviw. = �,3D71�,,,,,, PS , / p % //J►,/ ..- 4/ GRADE SLOW RELEASE ORGANIC FERTILIZER. ' , A0 ri / % //� �` // /, /�/�/ `� `` I \ �`` DRIVE STAKE AT / „� � / �i�. �¢I I.l MARR IIIA 11 I i aIUYTIOii1 �1 I yt 1f�4i DATE DPBCH@TfON � 1L ` ♦ . ` ♦ �4:16,k,tanlpH2m3 CUP SUBMITTAL _,�/�/�j,,�,��������/ `� ROOTBALL EDGE SBAY2e13 BUILDING PERMEr `N:WN\````````% ** 2" SAUCER �i s� , `�``;``-D`�= -`N. N ���.�� ` PLANTING SOIL _ i 4e' ,•i �`/`/`/``/ ����< `44#' `` �� `� %,/ �`moi`�`S`/����! NATIVE BACKFILL SOIL AMENDMENT W/ `����is'e �'i����Ii� - i — ' `A444‘�`�`/``25% /.'� '., -. TOPSOIL -1— /1 ( % CU YD DECOMPOSED//�/������ )'��o.`� �% 1����.�- I —A��/�/`�gk `�����`♦ ���/�@ `� ORGANIC MULCH AMENDMENT FOR / //`'�D�. �1%��` ���,////�`� ��REMOVE BURLAP ORCONTAINER - I — `�� ��� ������.. �s� � `` ���'•`� `` �����`` ENTIRE TREE PIT AREA X ROOTBALL `� `� `/` ` O � ���� ���Att; COMPLETELY FROM ROOTBALL. `I�� P&DIECCNIH�ER �,3�, I� �I ROUGHEN APPHOYHDHY, DJ c DEPTH. � I� � �i�� ���� UPR OT TO EP ROOTS SEPARATE AND � PRO7P.CfD1AH01'Olt; I TJJ 4 SPREAD PROIDCfAHfdfHiECC ,,JJDRIVE `��a THEM OUT WITHIN THE HOLE.JOB STAKES T01' BELOW INTO CAPTAIN. SAD • UNDISTURBED SOIL DRAWN MIN. 2X SCARIFY PIT WALLS �(� r i .. h, 'i o.:�iD t I. 11 I;,��I l SUBGRADE (PROVIDESMOUND OF COMPACTED SOIL UNDERMIN. ROOTBALL DIAMETER 1STJB:g ROOTBALL WIDTH OR 5'WHICHEVERISGREATER FIRROOTBALL WILL NOT SINK) 24" OR CONTAINER WIDTH +12" ROOTBALL PLANTING N DETAILS DECIDUOUS TREE PLANTINGr\e,)SHRUB PLANTING b k 3..... )4 °,, FH4 HUMA.i4 i iii'V 7 II'I . 1 j#„ .) 1" = 11 'On i ,I J 'hA ;y� P. K, ,�� 0 ( t .- A f ,-'i it tI, ,, 2 I 3 I _DWG INDEX: X S 142ND ST. S 1/2, SE 1/4 SEC 15, TWP 23N, RGE 4E, W.M. FOSTER HIGH SCHOOL s i4otn::sc:_ 788 N3,4w288.07 12" COtEO E 1E0.2E0,87 t• PVC 9 IE -282.03 12" PVC W 1E48042 4 SFAIH 877 81M..28228 J 38" CFP N IE -278.82 38` CPP SE IE -278.88 8` PVC St..382.13 UIODEN W COMPACT ONLY UTILITIES: WATER: KING COUNTY WATER DISTRICT 125 PHONE: (206) 242-9547 SEWER: VALLEY VIEW SEWER DISTRICT PHONE: (206) 242-3236 ELECTRIC: SEATTLE CITY LIGHT PHONE: (206) 684-3000 GAS: PSE PHONE: 1-(888) 244-1111 PHONE: QWEST PHONE: 1-(800) 244-1111 CABLE: COMCAST PHONE: 1-(877) 824-2288 ';;142nd: rj �,es ..:,i it4 . . 154 li :�,,c: _-S 44 s._= 1.• . 7rrssiny urcnt isOr 11nTr•7 itm wt u.,t 9 i �S tiu .•.:, tarvait r Mitift • ,1. VICINITY AP NOT TO SCALE FF -28&13 .» 878 1384.288.28 r -VC N I8-28288 8" P• 28 IE -283.x. 8" PVC . IE -284.04 8" PVC IE -2838 VERTICAL DATUM: NAVD88 VERTICAL BENCHMARKS: OWNER: ID: DESCRIPTION: ELEVATION: CITY OF SEATTLE 93V-902(815) COPPER PIN IN CONCRETE AT INTERSECTION OF SOUTH 144TH STREET 287.900 SITE ADDRESS 4242 S 144TH STREET TUKWILA, WA 98168 FF -28&15 GRAPHIC S C ALE 40 0 20 40 80 TBM 'R PER AHBL 03-08 IN PARKING AREA LOT SURVEY MAG AND ON TA286. POINT #103 PCE ENGINEERING NOTES: 1. EXISTING UTILITIES AND UNDERGROUND STRUCTURES SHOWN ON THE PLAN ARE BASED UPON THE BEST AVAILABLE PUBLIC RECORDS AND/OR PRIVATE RECORDS AS SUPPLIED BY THE PROJECT OWNER AND/OR DATA OBTAINED VERBALLY FROM OWNERS OR OFFICIALS ASSOCIATED WITH THE PARTICULAR UTILITY. NEITHER THE OWNER NOR THE ENGINEER GUARANTEE THE ACCURACY OR COMPLETENESS OF THIS INFORMATION AND ASSUME NO RESPONSIBILITY FOR IMPROPER LOCATIONS OR FAILURE TO SHOW UTILITY LOCATIONS ON THE CONSTRUCTION PLANS. OTHER UNDERGROUND FACILITIES NOT SHOWN ON THE DRAWINGS MAY BE ENCOUNTERED DURING THE COURSE OF THE WORK. ALL INVERT ELEVATIONS SHOWN ON THE DRAWINGS SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO CONSTRUCTION. 2. IF CHANGED CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL NOTIFY THE ENGINEER PROMPTLY OF (1) PREEXISTING SUBSURFACE CONDITIONS DIFFERING FROM THOSE INDICATED IN THE PLANS, OR (2) PREEXISTING UNKNOWN SUBSURFACE CONDITIONS, OF AN UNUSUAL NATURE, DIFFERING MATERIALLY FROM THOSE ORDINARILY ENCOUNTERED AND GENERALLY RECOGNIZED AS INHERENT IN WORK OF THE CHARACTER PROVIDED FOR IN THE CONTRACT. THE CONTRACTOR AND/OR THE OWNER SHALL MAKE NO CLAIMS TO THE ENGINEER FOR RECOMPENSATION FOR EXTRA WORK RESULTING FROM CHANGED CONDITIONS UNLESS THE ENGINEER HAS APPROVED THE WORK IN WRITING. (WSDOT SECTION 1-04.7). 3. THE CONTRACTOR SHALL CALL THE UTILITIES UNDERGROUND LOCATION CENTER FOR FIELD LOCATION OF ALL UTILITIES AND SHALL NOT BEGIN EXCAVATION UNTIL ALL KNOWN UNDERGROUND FACILITIES IN THE VICINITY OF THE PROPOSED WORK HAVE BEEN LOCATED AND MARKED. IF THE UTILITY IS NOT A SUBSCRIBER OF THE UNDERGROUND LOCATION CENTER THEN THE CONTRACTOR SHALL GIVE INDIVIDUAL NOTICE TO THAT UTILITY. (WSDOT SECTION 1-07.17 APWA SUPPLEMENT). 4. THE CONTRACTOR SHALL TAKE REASONABLE PRECAUTIONS AND EXERCISE SOUND ENGINEERING AND CONSTRUCTION PRACTICES IN CONDUCTING THE WORK. THE CONTRACTOR SHALL PROTECT EXISTING PUBLIC AND PRIVATE UTILITIES FROM DAMAGE DURING CONSTRUCTION. IF EXISTING UTILITIES ARE DAMAGED, THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER AND THE ENGINEER. THE CONTRACTOR SHALL RESTORE THE UTILITY TO ITS EXISTING CONDITION. (WSDOT SECTION 1-07.17 APWA SUPPLEMENT). THE CONTRACTOR IS RESPONSIBLE FOR THE__FOR DESIGNS SHOWN ON THESE PLANS. 5. WHERE THE PLANS CALL FOR UTILITIES TO BE RELOCATED BY OTHERS, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANY AND COORDINATE HIS WORK SO AS TO AVOID CONFLICTS. 6. ALL EXCAVATION, TRENCHING, SUBGRADE PREPARATION, FILL PLACEMENT AND COMPACTION AND ALL SOIL WORK IN GENERAL SHALL BE CONDUCTED IN COMPLIANCE WITH THE RECOMMENDATIONS OF THE PROJECT SOIL ENGINEER AND THE CURRENT GEOTECHNICAL ENGINEERING REPORT. 7. ENGINEERING DESIGN AND APPROVAL FOR STRUCTURES SUCH AS WALLS AND VAULTS MUST BE PREPARED BY THE APPROPRIATE PROFESSIONAL ENGINEER AND IS NOT A PART OF THESE PLANS. 8. CONTRACTOR SHALL BE RESPONSIBLE FOR HIRING PROFESSIONAL LAND SURVEYOR TO REFERENCE EXISTING MONUMENTS ON OR ADJOINING SITE PREVIOUS TO DEMOLITION OR CONSTRUCTION AND TO BE RE-ESTABLISH SAID POINTS AT PROJECT COMPLETION. THIS RE-ESTABLISHMENT SHALL BE DOCUMENTED BY RECORD OF SURVEY OR CORNER RECORD AS DESCRIBEDIN W.A.C. 332-120. 1 1" = 4U' GENERAL CONSTRUCTION NOTES: 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF TUKWILA STANDARD PLANS. 2. AN APPROVED PLAN SET MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED DRAINAGE CONTROL PLAN ON FILE WITH THE CITY OF TUKWILA AND IN THE APPROVED BUILDING PERMIT PLAN SET. ANY DEVIATION FROM THE APPROVED PLANS MAY REQUIRE WRITTEN APPROVAL THE CITY OF TUKWILA. 4. IT SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO OBTAIN STREET USE AND OTHER RELATED PERMITS PRIOR TO ANY CONSTRUCTION ACTIVITY. 5. ALL LOCATIONS OF EXISTING UTILITIES SHOWN HEREON HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND AVOID ANY OTHER .UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE CONTRACTOR SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE AND THE ENGINEER SHALL BE CONTACTED IMMEDIATELY IF CONFLICTS EXIST. 6. LOCATIONS OF ROADWAYS, BUILDING AND PARKING AREAS SHOWN HEREON ARE APPROXIMATE. IMPROVEMENT AND STRUCTURE LOCATIONS SHALL BE FIELD SET BY THE SURVEYOR/ENGINEER AS REQUIRED. 7. NO SEDIMENT SHALL BE TRACKED ONTO PAVED STREETS OR ROADWAYS. TRACKING IS NOT ALLOWED TO OCCUR. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAVED SURFACES, AS NEEDED. STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT A BASIC COMPONENT OF THE TESC SYSTEM. SEDIMENT TRACKED ONTO PAVEMENT SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER UTILITY INLETS. 8. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE. 9. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROTECT IN PLACE ALL UTILITIES AND/OR STRUCTURES WHETHER SHOWN OR NOT SHOWN ON THIS PLAN. DAMAGE DUE TO CONTRACTOR'S OPERATIONS SHALL BE REPAIRED AT THE CONTRACTOR'S EXPENSE. 10. EXPOSE EXISTING UTILITIES AS REQUIRED BY ENGINEER TO VERIFY ELEVATIONS PRIOR TO LAYING NEW PIPE. 11. NOTIFY TUKWILA FIRE DEPARTMENT OF ANY STREET CLOSURES OR WATER SHUT-OFF NOTICES TWENTY-FOUR (24) HOURS IN ADVANCE. 12. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO CONSTRUCTION OF IMPERVIOUS SURFACING UNLESS OTHERWISE APPROVED BY THE CITY OF TUKWILA. 13. A PRE -CONSTRUCTION MEETING IS REQUIRED BETWEEN OWNER'S REPRESENTATIVES AND THE CITY OF TUKWILA OFFICIALS. 3 BASIS OF BEARING: WASHINGTON STATE PLANE COORDINATE SYTEM NORTH ZONE KING COUNTY AND CITY OF SEATTLE HORIZONTAL CONTROL. HOLDING COUNTY MONUMENT NUMBERS SNH-019 AND 3457. POINT NO. SNH-019 N=175798.724 E=1277107.789 AT THE INTERSECTION OF 24TH AVE. SW W/ S136TH ST. POINT NO. 3457 N=1790888.426 E=1279798.489 AT THE INTERSECTION OF 32ND AVE S W/ S136TH ST. A LINE BETWEEN THE TWO FOUND MONUMENTS BEARS NORTH 39' 16' 49" EAST LEGAL DESCRIPTION: PER RECORDS OF KING COUNTY ASSESSOR A PORTION OF REVIEWED FOR CODE COMPLIANCE APPROVED B052013 City of Tukwila BUILDING DIVISION THE WEST 500 FEET OF THE SOUTH 629.84 FEET OF THE SOUTHEAST QUARTER OF THE SOUTHEAST QUARTER AND THE SOUTH HALF OF THE SOUTHWEST QUARTER OF THE SOURHEAST QUARTER LESS THE WEST 190 FEET OF THE EAST 565 FEET OF THE SOUTH 320 FEET OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, WILLAMETTE MERIDIAN TRENCH NOTE: IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOR OR MORE FEET IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF WSDOT SECTION 2-09.3(3)B, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY AND DECKER CONSULTING ENGINEERS ASSUMES NO RESPONSIBILITY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER48.17 RCW. CHAPTER 48.17 RCW. FILL SPECIFICATION: FILL MATERIAL SHALL NOT CONTAIN PETROLEUM PRODUCTS, OR SUBSTANCES WHICH ARE HAZARDOUS, DANGEROUS, TOXIC, OR WHICH OTHEWISE VIOLATE ANY STATE, FEDERAL, OR LOCAL LAW, ORDINANCE, CODE, REGULATION, RULE, ORDER, OR STANDARD. 4 5 6 ARCHITECT: DYKEMAN 1716 WEST MARINE VIEW DRIVE EVERETT, WA 98201-2098 CONTACT: DAREK OLSON, AIA PH: (425) 259-3161 ENGINEER: DECKER CONSULTING ENGINEERS 911 WESTERN AVE. SUITE 301 SEATTLE, WA, 98104 CONTACT: JAY DECKER P.E. PH: (206) 403-0933 OWNER: TUKWILA SCHOOL DISTRICT 4840 S 144TH ST. TUKWILA, WA 98168 PH: (206) 901-8003 SHEET INDEX C0.0 COVER SHEET C1.1 TEMP EROSION/SEDIMENTATION CONTROL PLAN C1.2 TEMP EROSION/SEDIMENTATION CONTROL NOTES & DETAILS C2.1 GRADING AND UTILITY PLAN C2.2 GRADING AND UTILITY DETAILS These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac: of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 01/ /3 7 RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Cal 2 Working Days Before You Dig 1-800-424-5555 UtItiae Underground Location Center (®,MT,ND,OR,WA) DESIGNED BY: HCS CHECKED BY: JDD DRAWN BY: HCS APPROVED BY: JDD LAST EDIT: PLOT DATE: DATE BY REV# REVISION CK'D APPR. DWG INDEX: X S 1/2, SE 1/4 SEC 15, TWP 23N, RGE 4E, W.M. .STMH 6 9 RIM=284.04 I 10" CMtP NE OVERFLOW IE=277 72 TOP=279.96 12" CP SW IE=279.50 POSSILE 36" CPP S &N UNABL TO SEE STORM DRAIN I LET PROTE 11ON SEEcD I-1 cds 12" ICPP NE 1E=2 0.51 12"/CPP SW IE=20.54 oo «ccccJJJ���hhh HIALT N A 42'x150' AREA UNDETR THE PORTABLES SHALL BE CLEARED, GRUBBED, GRADED AND SOILS COMPACTED TO 95% DENSITY. UPON COMPACTION OF SOILS, CRUSHED ROCK (%" MINUS) SHALL BE PLACED TO PROVIDE A FINISHED SURFACE FOR THE PORTABLE TO BE PLACED ON. THE COMPACTED DEPTH OF THE ROCK SHALL BE 2 INCHES. ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY, OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION DEMONSTRATE THE FOLLOWING: A TOPSOIL LAYER WITH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS AND 5% ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE ORIGINAL UNDISTURBED SOIL THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EIGHT INCHES EXCEPT WHERE TREE ROOTS UMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET THE CRITERIA. PLANTING BEDS SHALL BE MUST BE MULCHED WITH 2 -INCHES OF ORGANIC MATERIAL THE ORGANIC CONTENT FOR PRE -APPROVED" AMENDMENT RATES CAN BE MET ONLY USING COMPOST THAT MEETS THE DEFINITION OF "COMPOSTED MATERIALS" IN WAC 173-350-220. STCB 788 RIM=286.07 12" CONC E IE=280.87 1" PVC S IE=282.03 12" PVC W 1E=280.92 STMH 677 RIM=285.29 36" CPP N IE=278.92 36" CPP SE IE=278.86 8" PVC S IE=282.13 LADDER W LEGEND CONSTRUCTION LIMITS/AREA OF DISTURBANCE SILT FENCE SEE SHEET C1.2 CATCH BASIN PROTECTION SEE SHEET C1.2 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION DETAIL, SHEET ST 6 R =286.26 8" VC N IE=283.86 6" PVQ SE IE=283.98.. 8" PVC. IE=284.04 6" PVC IW IE=284.15 These pians have been reviewed by the Public Works Department for conformance with current Cite standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac, of the design rests totally. with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: „ RECEIVED CITY OF TUKWILA JUN 1 0 2013 DESIGNED BY: HCS CHECKED BY: JDD DRAWN BY: HCS APPROVED BY: JDD LAST EDIT: PLOT DATE: DATE BY REV# REVISION CKD APPR. Cd 2 Working Days Before You Dig Cd 2 Working Days Before You Dig DWG INDEX: X EROSION NOTES: 1. THE IMPLEMENTATION OF THESE T.E.S.C.P. PLANS AND THE CONSTRUCTION MAINTENANCE, REPLACEMENT, AND UPGRADING OF THE T.E.S.C.P. FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 2. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF CONSTRUCTION. 3. THE T.E.S.C.P. FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS. 4. THE T.E.S.C.P. FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE T.E.S.C.P. FACILITIES SHALL BE UPGRADED (e.g. ADDITIONAL SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS AND AS THE CITY REQUIRES. 5. THE T.E.S.C.P. FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/ CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING AND OPERATION. 6. THE T.E.S.C.P. FACILITIES ON INACTIVE. SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN 48 HOURS FOLLOWING A STORM EVENT AND AS THE CITY DEEMS NECESSARY. 7. STABILIZED CONSTRUCTION ENTRANCES PER CITY STANDARDS, SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURE WILL BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 8. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES WILL BE APPLIED AT AN APPROXIMATE RATE OF (e.g. ANNUAL OR PERENNIAL RYE 80 POUNDS PER ACRE. ALL EXPOSED EARTH SURFACES SHALL BE LANDSCAPED WITH SUITABLE VEGETATION TO PREVENT EROSION FOR THE PERMANENT CONDITION. 9. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 INCHES OR 3,000 POUNDS PER ACRE. 10. AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS DICTATE AND AS THE CITY REQUIRES THE CONTRACTOR SHOULD ANTICIPATE THAT MORE T.E.S.C.P. MEASURES WILL BE NECESSARY TO PROTECT ADJACENT PROPERTIES AND ENSURE MINIMUM WATER QUALITY FOR SITE RUNOFF AND INCLUDE THE COST OF THE ADDITIONAL MEASURES IN THE BID AMOUNT. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO ADDRESS DEFICIENT T.E.S.C.P. CONDITIONS AND PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS OUTLINED ON THE APPROVED PLANS. 11. CATCH BASINS IN THE STREET SHALL BE INSPECTED DAILY BY THE CONTRACTOR. WATER LEAVING THE SITE SSHALLGCLEANTCITYTIOATCHCBASSINS WATER TT EXTRAUSEDIMENTATIIONLCONTROL METHODCONTRACTORIF NECESSARY AND AS DIRECTED BY THE CITY INSPECTORS. 12. CONSTRUCTION EROSION CONTROL MEASURES MUST BE IN PLACE AND APPROVED BY THE PUBLIC WORKS DEPARTMENT PRIOR TO ANY EARTH DISTURBANCE. 13. NO SEDIMENT SHALL BE TRACKED ONTO PAVED STREETS OR ROADWAYS. SEDIMENT SHALL BE REMOVED FROM TRUCKS AND EQUIPMENT PRIOR TO LEAVING THE CONSTRUCTION SITE. STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT A BASIC COMPONENT OF THE TESC SYSTEM. D14. FROM OCTOBER 1 TO APRIL 30, NO SOIL SHALL REMAIN UNSTABILIZED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30 NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 7 DAYS. STABILIZE ALL SOILS, INCLUDING STOCKPILES THAT ARE TEMPORARILY EXPOSED. USE ONE OF THE FOLLOWING TO TEMPORARILY STABILIZE SOILS, INCLUDING STOCKPILES, TEMPORARY SEEDING & MULCHING, MATTING ROLLED EROSION CONTROL PRODUCTS, PLASTIC COVERING OR DUST CONTROL. ALL AREAS OF CONTAMINATED SOIL SHALL BE STABILIZED AND COVERED AT THE END OF EACH WORK SHIFT. 15. AFTER CONSTRUCTION BUT BEFORE PROJECT IS CONSIDERED COMPLETED PERMANENTLY STABILIZE ALL EXPOSED SOILS THAT HAVE BEEN DISTURBED DURING CONSTRUCTION. USE ONE OF THE FOLLOWING TO PERMANENTLY STABILIZED SOILS: PERMANENT SEEDING OR PLANTING, SODDING. 16. USE ONE OF THE FOLLOWING TO PREVENT THE TRANSPORT OF SEDIMENT FROM THE SITE: FILTER FENCE, STRAW BALE BARRIER, BRUSH BARRIER GRAVEL FILTER BERM, SEDIMENT POND OR SEDIMENT TRAP. SANDBAGS MAY ALSO BE UTILIZED TO PREVENT SEDIMENT FROM BEING DISCHARGED OFFSITE. RETAINING NATURAL VEGETATION AND BUFFER ZONES ARE ENCOURAGED, BUT MAY NOT BE USED AS A SUBSTITUTE. 17. PREVENT SEDIMENT FROM ENTERING ALL STORM DRAINS, INCLUDING DITCHES THAT RECEIVE RUNOFF FROM THE DISTURBED AREA BY INSTALLING STORM DRAIN INLET INSERTS, USING SANDBAGS AND VACUUMING SEDIMENT FROM IMPERVIOUS SURFACES. 18. DURING CONSTRUCTION, PREVENT THE INTRODUCTION OF POLLUTANTS IN ADDITION TO SEDIMENT INTO STORMWATER. COMPLY WITH THE REQUIREMENTS FOR EACH OF THE FOLLOWING CONSTRUCTION RELATED ACTIVITIES: PESTICIDE CONTROL, HANDLING PETROLEUM PRODUCTS, NUTRIENT APPLICATION, SOLID WASTE HANDLING/DISPOSAL OR USE OF CHEMICALS DURING CONSTRUCTION. 19.IN ORDER TO PREVENT TRACKING TRUCKS SHALL BE LOADED FROM A DESIGNATED LOADING AREA AND NOT ENTER THE EXCAVATION AREA. ANY SPILLS THAT OCCUR IN THE LOADING AREA SHALL BE SHOVELED OR SWEPT CLEAN. 20. INSPECT AND MAINTAIN REQUIRED EROSION CONTROLS TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. 8MATERIALS AT JOB SITE: 1. CONSTRUCTION EROSION CONTROL MEASURES MUST BE IN PLACE AND APPROVED BY THE PUBLIC WORKS DEPARTMENT BEFORE ANY EARTH DISTURBANCE. NO SEDIMENT SHALL BE TRACKED ONTO. PAVED STREETS OR ROADWAYS. SEDIMENT SHALL BE REMOVED FROM TRUCKS AND EQUIPMENT BEFORE LEAVING THE CONSTRUCTION SITE. IN THE EVENT OF FAILURE OF THE TESC SYSTEM RESULTING IN SEDIMENT TRACKING ONTO PAVEMENT, THE CONTRACTOR SHALL IMPLEMENT MEASURES IMMEDIATELY TO CORRECT THE SITUATION. THE CONTRACTOR SHALL EMPLOY EMERGENCY MEASURES TO REMOVE SEDIMENT FROM PAVED SURFACES, AS NEEDED. STREET SWEEPING SHALL BE CONSIDERED AN EMERGENCY MEASURE AND NOT A BASIC COMPONENT OF THE TESC SYSTEM. SEDIMENT TRACKED ONTO PAVED SURFACES SHALL NOT BE WASHED INTO STORM DRAINS OR OTHER UTILITY INLETS. S 1/2, SE 1/4 4 SEC 15, TWP 23N, RGE 4E, W.M. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. -.� 6' MAX. LJ i POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC -IN --- MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL' FENCE POSTS, REBAR, OR EQUIVALENT 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZA11ON OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND/OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6" HIGH. 5. IF THE FILTER FABRIC HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. SILT FENCE NO SCALE 40' MIN (SEE NOTE 2) PLAN SECTION NOTES: 1. QUARRY SPALLS 3" - 4" OR CRUSHED CONCRETE 3" - 4". 2. THE 40' MINIMUM LENGTH SHALL BE LENGTHENED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT-OF-WAY. ALTERNATE CONSTRUCTION ENTRANCES WILL BE ALLOWED WITH APPROVAL OF THE PUBLIC WORKS DIRECTOR ON A CASE BY CASE BASIS, WHERE PHYSICAL SITE CONDITIONS AND SIZE DICTATE. 3. EXISTING DRIVEWAY RAMP, OR SITE ACCESS ROAD 15' WIDE MIN. MATERIAL MUST BE EQUAL TO OR BETTER THAN SPECIFIED IN NOTE 1. TEMPORARY CONSTRUCTION ENTRANCE NO SCALE GRAPHIC SCALE 1" = 2d STANDARD STRENGTH FILTER FABRIC GRATE u•ii•.i .i./ CATCH BASIN NOTE: ONLY TO BE USED WHERE PONDING OF WATER ABOVE THE CATCH BASIN WILL NOT CAUSE TRAFFIC PROBLEMS AND WHERE OVERFLOW WILL NOT RESULT IN EROSION OF SLOPES. MAINTENANCE STANDARDS 1. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON-SITE OR HAULED OFF-SITE. 2. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST WEEKLY. 3. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN PROTECTION NO SCALE C1i S£QIEN • 1. CONTACT THE CITY OF TUKWILA AND SCHEDULE A PRECONSTRUC11ON MEETING. 2. NOTE: THE INTENT OF THESE EROSION CONTROL PLANS IS TO RETAIN ALL CONSTRUCTION STORMWATER ON-SITE. 3. AN ESC SUPERVISOR MUST BE OBTAINED PRIOR TO CLEARING AND GRADING. THE ESC SUPERVISOR SHALL INSPECT THE SITE WEEKLY DURING THE WET SEASON AND MONTHLY DURING THE DRY SEASON. INSPECTIONS SHALL ALSO BE CONDUCTED AFTER A STORM EVENT OF 0.5 INCHES OF RAINFALL WITHIN A 24 HOUR PERIOD. THE ESC SUPERVISOR SHALL INSPECT THE CLEARING LIMITS, COVERING, PERIMETER PROTECTION, SEDIMENT RETENTION, SURFACE WATER CONTROL, TRAFFIC AREA STABILIZATION, TRACKING OF MUD, AND DUST CONTROL. 4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE(S). 5. INSTALL FILTER FABRIC FENCE, CB PROTECTION, SEDIMENT TRAP AND OTHER T.E.S.C. MEASURES AS INDICATED ON THE EROSION CONTROL PLAN. 6. POST NOTICE OF ACTIVITY SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR. 7. DEMOLISH EXISTING SITE FEATURES INDICATED FOR REMOVAL. 8. ALL TEMPORARY AND PERMANENT EROSION CONTROL MEASURES SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED PERFORMANCE. THESE MEASURES SHALL BE REPAIRED TO THEIR ORIGINAL DESIGN CONDITION. 9. INSTALL NEW UTILITIES AND STORM DRAINAGE STRUCTURES AS REQUIRED. INSTALL CATCH BASIN PROTECTION ON NEW STORM DRAINAGE STRUCTURES. MULCH EXPOSED SOILS AFTER UTILITY INSTALLATION. 10. PERFORM WORK TO FACILITATE INSTALLATION OF PORTABLE CLASSROOMS AND RAMPS. 11. RELOCATE SURFACE WATER CONTROLS AND EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE SEATTLE EROSION AND SEDIMENT CONTROL STANDARDS. 12. DURING THE CONSTRUCTION PERIOD, ANY AND ALL POLLUTANTS OTHER THAN SEDIMENT WHICH ARE USED ON SITE SHALL BE HANDLED AND DISPOSED OF IN A MANNER WHICH DOES NOT CAUSE CONTAMINATION OF STORMWATER. 13. FINAL GRADE SITE. 14. LANDSCAPE ALL EXPOSED AREAS. TILL COMPOST INTO PLANTING BEDS. SEE LANDSCAPE PLANS. 15. CLEAN STORM DRAINAGE SYSTEM (DO NOT FLUSH) AFTER VEGETATION HAS BEEN ESTABLISHED. 16. REMOVE ALL EROSION CONTROL MEASURES WHEN ENTIRE SITE IS STABILIZED. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED 30 DAYS AFTER FINAL SITE STABILIZATION OR AFTER THEY ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON-SITE. DISTURBED AREAS RESULTING FROM SEDIMENT REMOVAL SHALL BE PERMANENTLY STABILIZED. 17. INSPECT DRAINAGE FACILITIES AND REMOVE ANY ACCUMULATED SEDIMENT TO INSURE PROPER FUNCTION OF FACILITY. 18. FINAL INSPECTION. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION ALTERNATIVE BMPS (As NEEDED FOR WEATHER CONDITIONS) • PLASTIC SHEETING COMPOSTING MULCHING • WETTING (DUST CONTROL) • • • BAKER TANKS • FILTRATION SYSTEM These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac: • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require . a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date:,By: bQq13 RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Call 2 Working Days Before You Dig 1-800-424-5555 Utilities Underground Location Center OD,MT,ND,OR,WA) DESIGNED BY: HCS CHECKED BY: JDD DRAWN BY: HCS APPROVED BY: JDD LAST EDIT: PLOT DATE: DATE BY REV# REVISION CK'D APPR. DWG INDEX: X P P CONCRETE ASPHALT CURB S 142 STMH 679 RIM=284.04 10" CM NE OVERFLOW IE=277 72 TOP=279.96 12" CP SW IE=279.50 POSSI E 36" CPP S &N UNABL TO SEE. STCB 678 RIM=28.05 12" %CPP NE iE=2 0.51 12"/CPP SW IE=20.54 � «cccchhhhhh N � S 1/2, SE 1 /4 SEC 15, TWP 23N, RGE 4E, W.M. S T. I LINK \ \ \ 176909.7597 1282833.6455 0 a a a STORM DRAINAGE KEYNOTES CB 11 TYPE 1, W/SOUD LOCKING UD RIM=288.5± IE=285.00 52 LF 6" PERF PVC DISPERSAL TRENCH PER DETAIL GRADING NOTE: SDCO PER DETAIL RIM=288.5± IE=285.00 SDCO PER DETAIL RIM=288.5± IE=285.00 26 LF 6" PVC 0 0.5% MIN. SDCO PER DETAIL RIM=288.0± IE=285.13 PORTABLE CONTRACTOR SHALL FIELD VERIFY AND SET FINISH FLOOR ELEVATION AND CORRESPONDING U11UTY ELEVATIONS AS NECESSARY FOR EXISTING CONDITIONS. rn 10 176837.8514 1282830.0113 STCB 788 RIM=286.07 12" CONC E IE=280.87 1" PVC S IE=282.03 12" PVC W IE=280.92 L8E- FD zee j� .02 / CONCRETE CURB FF=288.13 COMPACT I ONLY ASPHALT COMPA ONLY STMH 677 RIM=285.29 36" CPP N IE=278.92 36" CPP SE IE=278.86 8" PVC S 1E=282.13 LADDER W 25 LF 6" PVC 0 0.5% MIN. CB #2 TYPE 1, W/SOUD LOCKING UD RIM=288.5± IE=285.26 33 LF 6" PVC 0 0.596 MIN. ROOF DOWNSPOUT CONNECTION PER DETAIL RIM=288.5± IE=286.00 73 LF 6" PVC 0 0.5% MIN. CB #3 TYPE 1, W/SOLID LOCKING UD RIM=288.25± IE=285.63 ROOF DOWNSPOUT CONNECTION PER DETAIL RIM=288.5± IE=286.00 33 IF 6" PVC 0 0.5% MIN. ROOF DOWNSPOUT CONNECTION PER DETAIL RIM=288.5± IE=286.00 73 LF 6" PVC 0 0.5% MIN. SDCO PER DETAIL RIM=288.25 IE=286.00 35 LF 6" PVC 0 0.5% MIN. ROOF DOWNSPOUT CONNECTION PER DETAIL RIM=288.0± IE=286.20 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION ss STB 676 RIM=286.26 8" .VC N IE=283.86 6" PVC SE IE=283.98. 8" PVC' IE=284.04 6" PVC W 1E=284.15 WATER KEYNOTES 8"x2" SADDLE W/ CORPORATION STOP 184 LF 2-1/2" POLY OR COPPER FIRE SERVICE 2-1/2" FDC 2-1/2" PIV 2-1/2" TEE 2-1/2" SHUTOFF VALVE 8 LF 2-1/2" FIRE SERVICE SAWCUT UNE (TYP.) RESTORE CEMENT CONCRETE PER DETAIL 0 FIRE SPRINKLER TESTING PLUMBING: PLUMBING CONTRACTOR SHALL CONNECT INTERIOR FIRE SPRINKLER WASTE PLUMBING TO 6 -INCH "ROOF DOWNSPOUT CONNECTINS" AT APPROPRIATE LOCATION(S). FF= 288.15 'FIRE SPRINKLER DESIGN NOTE: These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac: • of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: FIRE SPRINKLER SYSTEM SHALL BE BIDDER DESIGN. CONTRACTOR SHALL VERIFY SUPPLY SIZE PRIOR TO INSTALLATION. EARTHWORK QUANTITIES i CUT = 20 CY FILL = 20 CY GRAPHIC SCALE 20 0 10 20 40 CORRE TION L TRA..._ RECEIVED CITY OF TUKWILA JUL 192013 PERMIT CENTER 1 1 2 3 1" = 20' � 13-.103 7 DESIGNED BY: HCS CHECKED BY: JDD DRAWN BY: HCS APPROVED BY: JDD LAST EDIT: PLOT DATE: DATE BY REV# REVISION CK'D APPR. czico PERMIT COMMENTS ao Call 2 Working Days Before You Dig 1-800-424-5555 Utitlee Underground Location Center (®,MT,ND,OR,WA) DWG INDEX: X F E D C 8 A NOTCHED LUMBER 2"X2" NOTCHES 4" O.C. 4"X4" LUMBER SUPPORT POSTS PIPE 0.D, 1' M1N �1' MIN, END CAP OR PLUG CLEANOUT WYE FROM PIPE PERFORATED PIPE LAID FLAT, SEE NOTE 4 -CB WITH SOLID COVER A (LOCKING), SEE NOTE 5. INFLUENT PIPE (MAX DESIGN FLOW 0.5 CFS PER TRENCH) GALVANIZED BOLTS 2"X12" LUMBER BOARD 2 4"X4" SUPPORT 6" MIN$ N' PLAN NTS -PIPE 0.D. 1' MIN 1' MIN 1" CLEANOUT WYE FROM PIPE POST-� Ifs ✓, FILTER FABRIC *15% ' MAX FOR FLOW CONTROL/WATER QUALITY TREATMENT IN RURAL AREAS. PERFORATED PIPE LAID I I 11 FLAT, SEE NOTE 4. CLEAN (S5% FINES) SECTION A -A 3/4"-11/2" WASHED ROCK NTS 1/4" EDGED GROOVE 1 DISPERSAL. TRENCH FLOW TO SECOND DISPERSAL TRENCH IF NECESSARY CB WITH SOLID COVER 11=13 (LOCKING), SEE NOTE .111111111111111. FLOW TO OTHER BRANCHING CB'S AS NECESSARY �-� PER PLAN NO SCALE . ^► Y y � y,i .1I C'Y,.'_T�• '^'.C� � C� I. � C��'�"� "���T"Y ,.i w w w w • w • w w w w w rw ,s ,,w I _14 1' MIN. 6" ROOF DRAIN CONNECT TO STORM DRAIN - 4" CEMENT CONCRETE 4" CSTC, WSDOT 9-03.9(3) COMPACTED SUBGRADE BAR NOTCHES NOTES: 1. CEMENT SHALL BE 3000 PSI MIN. 2. SIDEWALK EXPANSION JOINTS CONSISTING OF %" BY 4" PREMOLDED JOINT MATERIAL SHALL BE PLACE AT 15 FOOT INTERVALS AND AT BUILDING AND CURB ABUTMENTS 3. PROVIDE TOOLED CONTRACTION JOINT AT 5' INTERVALS OR AS SHOWN. 4. PROVIDE BROOM FINISH WITH TOOLED SHINE AT EDGES AND AT JOINTS. CoCEMENT CONCRETE SECTION ROOF DOWNSPOUT - SEE ARCHITECTURAL DETAILS 4"x3" REDUCER BUSHING (SxH) 4"x4" 45' ELBOW (SxG) FLUSH W/FINISH GRADE FINISH GRADE PROVIDE EXTEN11ON AS REQUIRED 1 3" FOUNDATION - SEE STRUCTURAL DETAILS. NOTES: 1. COORDINATE DOWNSPOUT LOCATIONS WITH BUILDING CONTRACTOR. NO OFFSETS ALLOWED. 2. ASPHALT PAVING ADJACENT TO PVC PIPE TO BE COLD MIX TO PREVENT MELTING PIPE 3. CONTRACTOR SHALL COORDINATE BLOCK OUTS FOR FOOTINGS WITH ARCHITECTURAL AND STRUCTURAL PLANS 4"x4" 45' ELBOW (SxG) 6"x4" EXTENDED BUSHING (SxG) E4\ ROOF DOWNSPOUT CONNECTION NO SCALE 2 3 S 1/2, SE 1/4 SEC 15, TWP 23N, RGE 4E, W.M. NOTES: 1. TRENCH SHALL BE CONSTRUCTED TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. MINIMUM SEPARATION BETWEEN TRENCHES SHALL BE 50 FT LATERALLY AND 100 FT ALONG THE DISCHARGE FLOWPATH. 3. SEE TEXT SECTION 5-05 FOR SLOPE SPECIFICATIONS. 4. PERFORATED PIPE MINIMUM DIAMETERS: - 4 IN. FOR TRENCH SERVING 1 DWELLING UNIT. - 6 IN, FOR 2 DWELLING UNITS. - 8 IN. FOR 3 DWELLING UNITS. - 12 IN. FOR 4 OR MORE DWELLING UNITS. 5. TYPE 1 CB MAY BE USED FOR TRENCH SERVING 1-3 DWELLING UNITS. TYPE 2 CB IS REQUIRED FOR 4 OR MORE DWELLING UNITS FOR ENERGY DISSIPATION. PVC LUMBER OPTION (STD DWG 5-080A): 6. TRENCH AND PVC LUMBER DISPERSION BAR MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 7. PVC LUMBER SUPPORT POST SPACING SHALL BE 4 FT MAXIMUM, ON CENTER, UNLESS SOIL CONDITIONS ALLOW WIDER SPACING. CONCRETE WHEEL STOP/CURB OPTIC& (STD DWG 5-080B): 6. TRENCH AND CONCRETE WHEEL STOP OR CURB SECTIONS MUST BE LEVEL. ALIGN TO FOLLOW CONTOURS OF SITE. 7. EACH CURB SECTION SHALL BE ANCHORED AT EACH END BY A #4 REBAR ROD AT LEAST 2 FT LONG. EACH ROD SHALL BE BENT 90 DEGREES AT 2 INCHES FROM THE TOP END TO PREVENT CURB MOVEMENT. 8. JOINTS BETWEEN THE CONCRETE WHEEL STOP OR CURB SECTIONS SHALL BE MORTARED. 4 ...,...... REVIEWED FOR CODE COMPLIANCE ,����� CE AP AUG 0 5 2013 City of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac' of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: bO1-I1.- 5 I OUTSIDE OF R.O.W OR EASEMENT FINISHED GRADE C.O. PIPE DIAMETER MID -STATES PLASTIC BOX 4" MSBCF-1118-18XL 6" MSBCF-1324-12 8" MSBCF-1730-12 BUILDING OR STRUCTURE WALL 36" MIN. CAP WITHOUT GASKET RIGHT-OF-WAY OR EASEMENT PAVEMENT PAVED COMPACT GRAVEL BASE UNPAVED 4" FINISHED GRADE 3000 P.S.1. CONCRETE COLLAR, CAST -IN-PLACE \- P.V.C. SLEEVE MIN. 12" LONG FOR SLEEVE DIAMETER SEE TABLE C.O. PIPE DIAMETER RING AND COVER DIAMETER P.V.0 SLEEVE DIAMETER 4" 12" 12" 6" 14" 15" 8" 14" 15. USE ROMAC COUPLINGS OR EQUAL TO CONNECT TO EXISTING SEWER MAINLINE CAP WITHOUT GASKET FILL WITH SAND OR GRAVEL RISER COMPACTED BACKFILL W CLEANOUT IS AT THE HEAD OF THE SYSTEM. INSTALL GASKETED CAP NOTES: 1. BOLT -LOCKING CAST IRON RING AND COVER SHALL BE USED IN RIGHT-OF-WAY AND EASEMENTS AND MUST BE RATED HS -20 IF USED IN PAVED AREAS. SEE TABLE FOR SIZES. 2. MID -STATES PLASTIC BOX OR EQUAL MAY BE USED IF C.O. IS OUTSIDE OF. RIGHT-OF-WAY OR EASEMENT. SEE TABLE FOR SIZES. THE COVER FOR THE PLASTIC BOX SHALL BE DUCTILE IRON AND READ "SEWER" OR BE BLANK (NO LABEL). 3. CAST IRON COVER SHALL READ "SEWER, CO, OR DO NOT BURY". 4. LOCKING BOLTS SHALL BE 5/8"-11 N.C. 304 STAINLESS STEEL SOCKET (ALLEN) HEAD, 2" LONG. 5. 14" BOLT -LOCKING CAST IRON COVER SHALL BE EQUAL TO INLAND FOUNDRY NUMBER 209, OR 210. 6. SPECIAL "DECORATIVE" CASTING MAY BE USED IF PREAPPROVED BY CITY. (2) CLEANOUT DETAIL NO SCALE SURFACE RESTORATION AS SPECIFIED SEE RIGHT-OF-WAY USE PERMIT FOR PAVEMENT RESTORATION REQUIREMENTS EXISTING PAVEMENT SURFACE "GRAVEL BORROW" PER WSDOT STD. SPEC. 9-03.14(1) OR SUITABLE EXCAVATED MATERIAL COMPACTED TO 90% OF MAX. DENSITY BENCH AS NEEDED FOR SHORING OR TRENCH BOX WHEN DEPTH IS 4 FT. OR GREATER BED PIPE PER STANDARD DETAIL S-15 4' MIN. \---\-=-=‘,1 �,,\ / \\t_`;, \, y, 2 \��� ; ' fr- 1 ,� I! \\ X11-,�-:j,\,\� \, NEAT -LINE TRENCH WHEN DEPTH IS LESS THE 4 FT, "CRUSHED SURFACING" PER WSDOT STD. SPEC, 9-03.9(3) OR SUITABLE EXCAVATED MATERIAL COMPACTED TO 95% OF MAX. DENSITY "GRAVEL BORROW PER WSDOT STD. SPEC. 9-03.14(1) OR SUITABLE EXCAVATED MATERIAL COMPACTED TO 95% OF MAX. DENSITY 6" MIN. PIPE 4" MIN. UNPAVED AREAS NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE: 30" FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER. 0.D. PLUS 16" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER. 2, EXCAVATIONS OVER 4" DEEP SHALL COMPLY WITH THE SAFETY STANDARD DISCRIBED IN CHAPTER 296-155 - PART N OF THE WAC. 3. SEE "BEDDING, BACKFILL AND COMPACTION" IN CHAPTER S5 OF THE ENGINEERING STANDARDS FOR ADDITIONAL CONSTRUCTION REQUIREMENTS. SEEI NOTE 1 PAVED AREAS TYPICAL TRENCH DETAIL NO SCALE 6 7 RECEIVED CITY OF TUKWILA JUN 10 2013 PERMIT CENTER Cal Working Days Before You Dig 1-800-424-5555 UtIUee Underground Location Center (®,MT,ND,OR,WA) 0 00 • N" N coral ro:) C5 0 0 L7 CC O PL.Ovl 30 ICA Lr) W Q OC GRADING AND UTILITY DETAILS WASHINGTON v Lua 05/10/2013 DESIGNED BY: HCS CHECKED BY: JDD DRAWN BY: HCS APPROVED BY: JDD LAST EDIT: PLOT DATE: DATE I BY ( REV# I REVISION CICD APPR. SHEET C2.2 SHEET C2.2 IN 00 b 01 64'- 32'-0" 0 w 0 0 1/) 01 L FIRE SPRINKLER RISER' (VERIFY LLOCATI ON ): 15'-6" —ELECTRIC PANEL 14"x 20" R.A.G. 26" A.F.F. (TYP OF 2) J f--- Z 0Z cn rz o uj Ud Z c (2) 8' • x 4' WHITE BOARD w/ MARKER TRAY (DO NOT GLUE) CLASSROOM 12" 12" MIN. MIN' 8'-0" 18'-0" QTY. SIZE DESCRIPTION LOCK REMARKS DOORS 2 30 68 18 ga. INSULATED GALV. STEEL w/ WELDED STEEL JAMB AND WEATHERSTRIPPING DEFAULT .60 U—FACTOR SCHLAGE CYLINDER SS—BBH NRP HINGES TEXTURED PAINT FINISH LCN 1461 CLOSER VON DUPRIN 99L PANIC 1 3a 68 HOLLOWCORE VINYLWRAP WITH WOOD JAMB LC2275 PASSAGE STANDARD HINGES VWCO FINISH DOOR HARDWARE TO HAVE #626 SATIN CHROMIUM PLATED FINISH. WINDOWS HORIZONTAL SLIDER DUAL GLAZE — LOW "E" 2 48 x 48 ATRIUM— WHITE VINYL FINISH — ARGON GAS — MINI BLIND .320 U—FACTOR - S.H.G.C. .38 NOTE: —GALVANIZED FLASHING INSTALLED UNDER EXTERIOR TRIM ABOVE WINDOWS —INSTALL SELF ADHESIVE FLASHING OVER EXT. FLANGES PER RECOMMENDED INSTALL PATTERN —SEE SPECIFICATIONS FOR MINI BLIND DESCRIPTION 29' f, (2) 8' x 4'. WHITE .. BOARD w/ MARKER TRAY (DO NOT GLUE) R 11 MINERAL WOOL BATT .SOUND INSULATION AT CROSSWALL TO BOTTOM OF RAFTERS CLASSROOM 15'-6" 14"x 20" : R. A;:G. REVIEWED FOR 24)a:F.F. CODE COMPLIANCg YP 'OF 2) APPROVED AUG 05 2013 City of Tukwila BUILDING DIVISION 3.5'-0" FLOOR PLAN 46'-0" b 13O3 Foster High School 56'— 0" 2 0 • 6" OVERHANG, 'TYP. CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By ' Date RECEIVED CITY OF TUKWILA JUN 1 0 2013 PRELIMINARY PERMIT CENTER NOT FOR CONSTRUCTION DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTIRIES. ■ ■■ 11� INDUSTRIES, INC. P.O. BOX 489 ■AUMSVILLE, OR 97325-0489 MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. Pacific Mobile 11 BLMP=01 A15 Tukwila, WA Imilimmitoommw Approved for Const: Job No: 17871 File Copy: Drawn By: Start Date: ASB 5-21-13 MIDSPAN SUPPORT REQUIRED MIDSPAN SUPPORT REQUIRED FASTENING SCHEDULE MATERIAL LIST WALLS: PLATE -TO -STUD VW TACKBOARD-TO-STUD @ INTERIOR SHEETROCK-TO-STUD @ INTERIOR BOTTOM PLATE -TO -FLOOR GYPLAP SHT'G-TO-STUD @ EXTERIOR DURATEMP SIDING OVER 5/8" GYPLAP-TO-STUD @ SIDEWALL DURATEMP SIDING OVER 5/8" GYPLAP-TO-STUD @ ENDWALL THREE STUD CORNER CONNECTION MIN. OF 2- 0.121 x 3" NAILS SENCO P15 STAPLES & GLUE #13 GA. x 1 5/8" SHEETROCK SCREWS @ 16"oc EDGE AND CONSTRUCTION ADHESIVE IN FIELD. 0.131 x 3" NAILS @ 8"oc (SENCO KC27 OR EQUAL) 6d COATED NAILS @ 7"oc EDGE AND 7" FIELD 0.099 x 2 1/4" GALV NAILS @ 6"oc EDGE, 12"oc FIELD (EXCEPT USE 4" oc @ TOP & BOTTOM) ALL EDGES SUPPORTED BY FRAMING OR BLOCKING SEE ENDWALL FASTENING NOTES ON ELEVATIONS 0.131 x 3" NAILS @ 8" (SENCO KC27 OR EQUAL) FLOOR; 2 x 10 FLOOR JOIST -TO -RIM CLASS "A" BOTTOM BOARD -TO -JOIST FLOOR DECKING -TO -2x JOIST MIN. OF 5- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) 16 GA. x 3/8" WIDE CROWN @ 12"oc MAX. EDGES ONLY .113" x 2 3/8" RING SHANK © 6"oc EDGE, 12"oc FIELD (SENCO GE -24). USE CONSTRUCTION ADHESIVE (AFG01) ON JOISTS GABLE END RAFTER Y2" 1y2 RI ST2215 w/ 4- 10d x 1%2" NAILS EA. END 1 CHORD SPLICE DETAIL 1 %" = 1'-0" SIMILAR AT FLOOR ROOF: RIM -TO -RAFTERS ROOF RIM -TO -TOP PLATE LEDGER- TO-RIDGEBEAM RAFTER- TO-RIDGEBEAM SHEATHING -TO -ROOF MEMBERS NOTE: MIN. OF 3- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) 0.131" x 3" NAILS @ 8"oc (SENCO KC27 OR EQUAL) 0.131" x 3" NAILS @ 3"oc & 3 @ BUTT JOINTS (SENCO KC27 OR EQUAL) 5- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) 0.113 x 2" NAILS @ 6"oc EDGE, 12"oc FIELD (SENCO N19) SHEATHING TO BE .INSTALLED PERPENDICULAR TO THE RAFTERS. OFFSET SHEATHING 4 ft. BLOCK EDGES OF ANY PIECES LESS THAN 24" MODLINE CONNECTION: RIDGEBEAMS RIM JOISTS NOTE: ALL MODLINES (DEFINED AS THE SPACE BETWEEN ADJOINING MODULES) MUST BE INSULATED AT THE ROOF, FLOOR AND WALLS ON SITE. 1/2" BOLTS w/ 1 1/2" DIA. WASHERS @ 6'-0"oc AND 8" FROM EACH END (MINIMUM 2" EDGE DISTANCE) 1/2" BOLTS w/ 1 1/2" DIA. WASHERS Q 4'-0"oc AND 8" FROM EACH END (MINIMUM 2" EDGE DISTANCE) 12 LU26 HANGERS AT ALL RAFTERS OVER DOOR & WINDOW OPENINGS WITH 6- 10d x 11/2" BOX NAILS INTO LVL ROOF RIM II RIDGEBEAM BRACING 1111111111111111111111? SEE DETAIL eari CAULK AT ROOF RIM/ TOP PLATE FLAME SPREAD IS 25 OR LESS 63" / CAULK AROUND WINDOWS P,EVIE©p FOR pL1ANCE GODAPPROVED AUG 05 2013 City of Tukwila BUILDING DIVISION CAULK WALL CORNERS FROM TOP TO BOTTOM ONE DRY CUP PERM VAPOR BARRIER ON THE WARM SIDE, TYPICAL THRU-OUT BUILDING. CAULK AT FLOOR RIM/ BOTTOM PLATE 6'-11" 1" SPACE 6'-11" 6'-11" 13'-10" DATE REVISION BY 6'-11" 13'-10" SECTION - A>* COPYRIGHT2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. INDUSTRIES, INC. P.O. BOX 489 ■ AUMSVILLE, OR 97325-0489 MODULAR 28X64 WA. GOLD 41ECEIVED CITY OF TUKWILA JUN 102013 PERMIT CENTER CLASSROOM for: KCDA -Tukwila S.D. Pacific Mobile 11 BLMP-01 A15 ROOF: ROOFING . PABCO "PREMIER" (260 LB.) ARCH. SHINGLES OVER TWO LAYERS NON -PERF. 15# FELT APPLIED SHINGLE FASHION, -HIGH WIND APPLICATION - NOTE: MOP TAR UNDER SHINGLES FROM EAVE UP 2'-O" TOWARDS RIDGE, TYPICAL © BOTH EAVES SHEATHING 19/32" APA RATED (40/20) FRAMING . . 2 x 10 H.F. #2 RAFTERS @ 24"oe RIDGEBEAM . 1Y2" x 24" CONTINUOUS LVL 2.0E LEDGERS 2 x 4 D.F..TAPER CUT RIMS. .2 x 6 CONTINUOUS LVL 2.0E .w/ 2 x 10 ' VENT BLOCKS INSULATION. .R-38 CELLULOSE BLOW-IN NOTE: PROVIDE INSULATION FURRING BELOW RAFTER TO ALLOW FOR VENT SPACE ABOVE CEILING . . SUSPENDED T -BAR (PER IBC STD. 803.9.1.1) "ARMSTRONG SEISMIC RX CEILING" ARCHITECTURAL ..... 6" OVERHANG SOFFIT 5/16" PERFORATED FIBER CEMENT VENTING. SOFFIT AND RIDGE WALLS: SHEATHING 5/8" TYPE 'X' EXTERIOR GYPSUM SIDING. .5/8" DURATEMP T1-11 w/ GROOVES @ 8"oc- OVER HOUSEWRAP NOTE: NO HORIZONTAL BREAKS IN SIDING EXCEPT AT ENDWALLS - USE 4' x 9' PANELS. MOIST -STOP WATER BARRIER APPLIED OVER EXT. GYP. AND UNDER SIDING AT ALL CORNERS FROM FLOOR TO ROOF FASCIA . .1 x 6 FINGER JOINTED CEDAR TRIM . .1 x 4 FINGER JOINTED CEDAR @ CORNERS, WINDOWS, DOORS AND MODLINE NOTE: 2" x 2" GALV. FLASHING INSTALLED OVER SIDING AND UNDER CORNERS. SHIP LOOSE MODLINE TRIM FRAMING . . EXT.: 2 x 6 D.F. #3 or BETTER STUDS © 16"oc INT.:2 x 4 D.F @ 24"oc TOP PLATE. .2 x 6 CONTINUOUS LVL 2.0E BOTTOM PLATE. .2 x 6 D.F. INSULATION. EXT.: R-21 FIBERGLASS BATTS INT.: R-11 MINERAL WOOL BATT SOUND INSULATION AT CROSSWALL TO BOTTOM OF RAFTERS AND AT PLENU WALL TO CEILING INTERIOR FINISH 1/2" VINYLWRAP "CALCUTTA TAN" TACKBOARD OVER 5/8" TYPE 'X' SHEETROCK FLOOR: COVERING. ON SITE BY OTHERS DECKING. .23/32" APA .RATED STURDIFLOOR (OR EQUAL) FRAMING. .2 x 10 D.F #2 JOISTS @ 16"oc RIMS. .2 x 10 CONTINUOUS LVL 2.0E NOTE:12" HIGH MOISTURE BARRIER INSTALLED ON PERIMETER (OVER GYPLAP) @ FLOOR RIMS AND END JOISTS JOIST HANGERS...... AT ALL RIMS INSULATION R-34 BLOWN IN CELLULOSE. USE R30 FIBERGLASS BATTS AT BOLTING LOCATIONS BOTTOM COVER. . CLASS "A" CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date PRELIMINARY NOT FOR CONSTRUCTION Approved for Const: Job No: ,17871 File Copy: Drawn By: AJB Tukwila, WA start'Date: 5-21-13 A-2 uII_ 001, 111111111 Imii 1 viii �.��..... -IuI_ 03 DIA. BOLT w/ DIA. WASHER .���� Y2" SPACER )GEBEAM 1 CHORD SPLICE DETAIL 1 %" = 1'-0" SIMILAR AT FLOOR ROOF: RIM -TO -RAFTERS ROOF RIM -TO -TOP PLATE LEDGER- TO-RIDGEBEAM RAFTER- TO-RIDGEBEAM SHEATHING -TO -ROOF MEMBERS NOTE: MIN. OF 3- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) 0.131" x 3" NAILS @ 8"oc (SENCO KC27 OR EQUAL) 0.131" x 3" NAILS @ 3"oc & 3 @ BUTT JOINTS (SENCO KC27 OR EQUAL) 5- 0.131" x 3" NAILS (SENCO KC27 OR EQUAL) 0.113 x 2" NAILS @ 6"oc EDGE, 12"oc FIELD (SENCO N19) SHEATHING TO BE .INSTALLED PERPENDICULAR TO THE RAFTERS. OFFSET SHEATHING 4 ft. BLOCK EDGES OF ANY PIECES LESS THAN 24" MODLINE CONNECTION: RIDGEBEAMS RIM JOISTS NOTE: ALL MODLINES (DEFINED AS THE SPACE BETWEEN ADJOINING MODULES) MUST BE INSULATED AT THE ROOF, FLOOR AND WALLS ON SITE. 1/2" BOLTS w/ 1 1/2" DIA. WASHERS @ 6'-0"oc AND 8" FROM EACH END (MINIMUM 2" EDGE DISTANCE) 1/2" BOLTS w/ 1 1/2" DIA. WASHERS Q 4'-0"oc AND 8" FROM EACH END (MINIMUM 2" EDGE DISTANCE) 12 LU26 HANGERS AT ALL RAFTERS OVER DOOR & WINDOW OPENINGS WITH 6- 10d x 11/2" BOX NAILS INTO LVL ROOF RIM II RIDGEBEAM BRACING 1111111111111111111111? SEE DETAIL eari CAULK AT ROOF RIM/ TOP PLATE FLAME SPREAD IS 25 OR LESS 63" / CAULK AROUND WINDOWS P,EVIE©p FOR pL1ANCE GODAPPROVED AUG 05 2013 City of Tukwila BUILDING DIVISION CAULK WALL CORNERS FROM TOP TO BOTTOM ONE DRY CUP PERM VAPOR BARRIER ON THE WARM SIDE, TYPICAL THRU-OUT BUILDING. CAULK AT FLOOR RIM/ BOTTOM PLATE 6'-11" 1" SPACE 6'-11" 6'-11" 13'-10" DATE REVISION BY 6'-11" 13'-10" SECTION - A>* COPYRIGHT2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. INDUSTRIES, INC. P.O. BOX 489 ■ AUMSVILLE, OR 97325-0489 MODULAR 28X64 WA. GOLD 41ECEIVED CITY OF TUKWILA JUN 102013 PERMIT CENTER CLASSROOM for: KCDA -Tukwila S.D. Pacific Mobile 11 BLMP-01 A15 ROOF: ROOFING . PABCO "PREMIER" (260 LB.) ARCH. SHINGLES OVER TWO LAYERS NON -PERF. 15# FELT APPLIED SHINGLE FASHION, -HIGH WIND APPLICATION - NOTE: MOP TAR UNDER SHINGLES FROM EAVE UP 2'-O" TOWARDS RIDGE, TYPICAL © BOTH EAVES SHEATHING 19/32" APA RATED (40/20) FRAMING . . 2 x 10 H.F. #2 RAFTERS @ 24"oe RIDGEBEAM . 1Y2" x 24" CONTINUOUS LVL 2.0E LEDGERS 2 x 4 D.F..TAPER CUT RIMS. .2 x 6 CONTINUOUS LVL 2.0E .w/ 2 x 10 ' VENT BLOCKS INSULATION. .R-38 CELLULOSE BLOW-IN NOTE: PROVIDE INSULATION FURRING BELOW RAFTER TO ALLOW FOR VENT SPACE ABOVE CEILING . . SUSPENDED T -BAR (PER IBC STD. 803.9.1.1) "ARMSTRONG SEISMIC RX CEILING" ARCHITECTURAL ..... 6" OVERHANG SOFFIT 5/16" PERFORATED FIBER CEMENT VENTING. SOFFIT AND RIDGE WALLS: SHEATHING 5/8" TYPE 'X' EXTERIOR GYPSUM SIDING. .5/8" DURATEMP T1-11 w/ GROOVES @ 8"oc- OVER HOUSEWRAP NOTE: NO HORIZONTAL BREAKS IN SIDING EXCEPT AT ENDWALLS - USE 4' x 9' PANELS. MOIST -STOP WATER BARRIER APPLIED OVER EXT. GYP. AND UNDER SIDING AT ALL CORNERS FROM FLOOR TO ROOF FASCIA . .1 x 6 FINGER JOINTED CEDAR TRIM . .1 x 4 FINGER JOINTED CEDAR @ CORNERS, WINDOWS, DOORS AND MODLINE NOTE: 2" x 2" GALV. FLASHING INSTALLED OVER SIDING AND UNDER CORNERS. SHIP LOOSE MODLINE TRIM FRAMING . . EXT.: 2 x 6 D.F. #3 or BETTER STUDS © 16"oc INT.:2 x 4 D.F @ 24"oc TOP PLATE. .2 x 6 CONTINUOUS LVL 2.0E BOTTOM PLATE. .2 x 6 D.F. INSULATION. EXT.: R-21 FIBERGLASS BATTS INT.: R-11 MINERAL WOOL BATT SOUND INSULATION AT CROSSWALL TO BOTTOM OF RAFTERS AND AT PLENU WALL TO CEILING INTERIOR FINISH 1/2" VINYLWRAP "CALCUTTA TAN" TACKBOARD OVER 5/8" TYPE 'X' SHEETROCK FLOOR: COVERING. ON SITE BY OTHERS DECKING. .23/32" APA .RATED STURDIFLOOR (OR EQUAL) FRAMING. .2 x 10 D.F #2 JOISTS @ 16"oc RIMS. .2 x 10 CONTINUOUS LVL 2.0E NOTE:12" HIGH MOISTURE BARRIER INSTALLED ON PERIMETER (OVER GYPLAP) @ FLOOR RIMS AND END JOISTS JOIST HANGERS...... AT ALL RIMS INSULATION R-34 BLOWN IN CELLULOSE. USE R30 FIBERGLASS BATTS AT BOLTING LOCATIONS BOTTOM COVER. . CLASS "A" CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date PRELIMINARY NOT FOR CONSTRUCTION Approved for Const: Job No: ,17871 File Copy: Drawn By: AJB Tukwila, WA start'Date: 5-21-13 A-2 11111111111111 IMMENI 11•111111811111111111111M111%11 117111111111111111ri I 11 LI 11 L! LL 11 11 IT -u J 1111] 11u J u 11 WALL "A" ELEVATION 1/4" = 1'-0" 11 11.11 L_ II Lift] LE 11LI 4 FLOOR LINE GROUND LINE ir ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date 'Z' FLASHING BOTTOM OF FLOOR JOIST ELECTRICAL PANEL STUB THRU 12 12 4 TAG LOCATION TAG LOCATION WALL "C" ELEVATION 1/4" = 1'-0" ENDVVALL FASTENING: 1. INSTALL 5/8" DURATEMP SIDING OVER 5/8" EXTERIOR GYPSUM WITH ALL EDGES SUPPORTED. FASTEN w/ 0.099 x 2Y4" GALV. NAILS 4"oc EDGE, 12"oc FIELD 2. INSTALL ST2215 STRAPS WHERE SHOWN w/ 8— 0.148 x 1y2" NAILS EA. END OF EA. STRAP WALL '1' ELEVATION 1 /4" = 1'-0" 2 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION WALL '2' ELEVATION 1/4" = 1'-0" RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER PRELIMINARY NOT FOR CONSTRUCTION DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. ■ ■ ■ ■ ■ P.O. Box 489 ■AUMSVILLE, OR 97325-0489 INDUSTRIES, INC. MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. Pacific Mobile 11 BLMP-01 Al 5 Approved for Const: Job No: 17871 File Copy: Drawn By: Tukwila, WAstart Date: AJB 5-21-13 A-3 ,, 0 ,, ------------------------------------------------------------------------------------------------------------------------------------------------------------------------- CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date 'Z' FLASHING BOTTOM OF FLOOR JOIST ELECTRICAL PANEL STUB THRU 12 12 4 TAG LOCATION TAG LOCATION WALL "C" ELEVATION 1/4" = 1'-0" ENDVVALL FASTENING: 1. INSTALL 5/8" DURATEMP SIDING OVER 5/8" EXTERIOR GYPSUM WITH ALL EDGES SUPPORTED. FASTEN w/ 0.099 x 2Y4" GALV. NAILS 4"oc EDGE, 12"oc FIELD 2. INSTALL ST2215 STRAPS WHERE SHOWN w/ 8— 0.148 x 1y2" NAILS EA. END OF EA. STRAP WALL '1' ELEVATION 1 /4" = 1'-0" 2 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION WALL '2' ELEVATION 1/4" = 1'-0" RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER PRELIMINARY NOT FOR CONSTRUCTION DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. ■ ■ ■ ■ ■ P.O. Box 489 ■AUMSVILLE, OR 97325-0489 INDUSTRIES, INC. MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. Pacific Mobile 11 BLMP-01 Al 5 Approved for Const: Job No: 17871 File Copy: Drawn By: Tukwila, WAstart Date: AJB 5-21-13 A-3 RI DGEBEAM 1Y2" LVL EXTEND ONE STUD UP ALONG RIDGEBEAM AND FASTEN WITH 6-- 0.131" x 3" NAILS OR EQUAL STRAP SIMPSON ST2215 OR EQUAL. USE 7— 0.148" x 1Y2" NAILS EACH END OF STRAP. END COLUMN USE DOUBLE 2 x 6 D.F. #2. FASTEN STUDS TOGETHER WITH DOUBLE ROW OF 0.131" x 3" NAILS OR EQUAL AT 8" oc. NAILS MAY BE ANGLED SLIGHTLY TO PREVENT NAIL PENETRATION THRU NEXT COLUMN STUD. ADD TIGHT HT 2 x 6 BLOCKING TO NEXT STUD AT WALL THIRD POINTS. STRAP SIMPSON ST2215 OR EQUAL USE 7— 0.148" x 1Y2" NAILS EACH END OF STRAP. RIM JOIST 1yz" LVL ADD TIGHT FIT BLOCKING UNDER COLUMN FOR FULL BEARING. FLOOR JOIST EC226 - END COLUMN DETAIL - DBL 2 x 6 1" _= 1'-0" Y4"x 6"x 12" UPLIFT PLATE 3/4"x 3Y2" x 12" BEARING PLATE WELDING: G.M.A.W. — AWS A5.18 F.C. A. W. — AWS A5.20 ALL WELDS TO BE SINGLE PASS FILLET BY CERTIFIED WELDER TO A.W.S. D1.1 CODE. A500 GRADE B HSS TUBE A36 STEEL PLATE (6) SIMPSON SDS1 /4x1Y2" SCREWS (TOP) (4) SIMPSON SDS1 /4x2Y2" SCREWS (BOTTOM) (DRILL 5/6" HOLES) 3/ 6" 3 SIDES 11" 2 3/4" x 3Y2" x 9" BEARING PLATE y4" x 3Y" x 5" 2 UPLIFT PLATE LVL RIM JOIST LVL RIDGEBEAM REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISIO ® 3 x 3 x 3/6„ STEEL TUBE COLUMN TIGHT FIT 2 x 6 BLOCKING WITH 4— 0.131" x 3" NAILS EACH END. �IIIII' 111111-11101 "luu 1111191' 1111!1L 2 x 10 FLOOR JOIST 3" ir .1, TIGHT FIT LVL BLOCKING FASTENER SCHEDULE _ NAIL SIZE QTY LOCATION 0.131" x 3" 5 _ EACH END 0.131" x 3" 2 ROWS AT 4"oc. TO RIM 2 ICSTL-1 M2: INTERIOR CC I 1" = 1'-0" 2 x 4 x 2'-8" D.F. "STANDARD" RAFTER TAIL ATTACHED TO SIDE OF RAFTER w/ THREE 10d NAILS EACH END 2 x 10 BLOCKING w/ 2— 2Y5"0 VENT HOLE AT EACH RAFTER BAY. FASTEN TO ROOF RIM WITH DOUBLE ROW 0.131" x 3" NAILS @ 4"oc 0.113 x 2" NAILS @ f4"oc EXCEPT AT VENT HOLES 2 x 4 SUBFASCIA -1 x 6 FASCIA ---\_. BOTTOM ROOF RIM VAPOR BARRIER GLUED BEARING WEDGE 0.131" x 3" NAILS @ 8"oc 61„ z 3 EAVE DETAIL 1 1/2" = 1'-0" PERFORATED SOFFIT 1 x 2 TRIM SIDING NAILS @ 4"oc SIDING (9' PANELS CUT TO FIT) 5/8" EXT. GYPLAP LVL RIDGEBEAM 16-15GA. x2Y2"STAPLES (8 DRIVEN EACH WAY) LSTA24 STRAP BENT OVER '' BRACE WITH 6— 8d x 1Y2" NAILSTOBRACEAND6— 8d NAILS TO BEAM. OF EXTRA BOLTS IN COLUMN AREA. 24' * 2 x 4 D.F. BRACES AT EACH RAFTER AS SHOWN BELOW. BRACES REQ'D 16' * ADD BRACES AT 8'-0"oc. NOT REQUIRED, MANUFACTURER'S OPTION. 24' * GRID 1 5-28-13 Y2" BOLTS AT 2', 5' AND 8' EACH SIDE OF COLUMN RIDGEBEAM BRACING DETAIL- 24" 1 1/2" = 1'-0" ENGINEERING AJB DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. FASTEN SHEATHING TO VENT BLOCKS w/ 0.113 x 2" NAILS @ 4"oc 2 x 10 RAFTER ONE DRY CUP PERM VAPOR BARRIER. FASTEN 2 x 2 x 20" VENT BLOCKS 24" oc TO RIDGEBEAM WITH 0.131" x 3" NAILS AT 5" oc MAX. 2 x 10 RAFTER INSULATIO Y2" SPACER SITE WORK: 1. INSTALL RIDGEVENT w/ 1" GALV. SCREWS @ 12" oc. EACH SIDE 2. INSTALL INSULATION @ MARRIAGE LINE 3. INSTALL VAPOR BARRIER ACROSS MARR. LINE, 2 MIL MIN. (CLOSE—UP PLASTIC SUPPLIED w/ BUILDING MAY BE USED) 6 RIDGE DETAIL. 1 1/2" = 1'-0" INDUSTRIES, INC. www.blazerind.com P.O. BOX 489 ■ Aumsville, OR 97325-0489 2 x 4 D.F. "STANDARD" 0,113 x 2" NAILS OUTLOOKERS @ 4'-0"oc @ 4"oc THREE 0.131 x 3" NAILS H3 CLIP @ EACH 2 x 4 OUTLOOKER w/ THREE 8d x 1Y2" NAILS EA. WAY MIN. 3- RAFTERS GABLE END FRAMING 2" FURRING UNDER RAFTER 0.131" x 3" NAILS I--1 x 6 FASCIA 2 x 4 SUBFASCIA �-�— FLAT 2 x 4 & 7/6" FILLER ATTACHED TO OUTLOOKERS \ © 4'-0"oc -J -J 2 x 6 BLOCKING AT SIDING JOINT ENDWALL TOP PLATE X N 6 SOFFIT 1 x 2 TRIM SIDING NAILS @ 4"oc "Z" FLASHING SIDING NAILS @ 4"oc 4 ENDWALL ROOF OVERHANG DETAIL N.T.S. JOIST SIZE JOIST HANGER 10d x 11h" NAILS 2 x 8 LU2k) 6 2x10 LU28 8 2 x 12 LU21O 10 INSULATION REQ'D INSTALLED ON SITE 7 FLOOR DETAIL 1 1/2" = 1'-0" RECEIVED CITY OF TUKWILA JUL 1 9 2013 PERMIT CENTER MODULAR CLASSROOM for: za x sa KCDA - Tukwila X 64 KCDA - Tukwila S.D. WA. GOLD Pacific Mobile WA. GOLD Pacific Mobile 11 BLMP-01 A15 Tukwila, WA Approved for Const: "Z" FLASHING SKIRTING PREP. FASTENED WITH 6d DUPLEX NAILS. Job No: 17871 File Copy: Drawn By: Issue Date: AJB 6-18-13 STRUCTURAL NOTES: CLASSROOM 1. DESIGN INFORMATION * LOADING: I . I . BUILDING CODE IBC, 2009 I .2. ROOF LIVE LOAD 25 PSF, SNOW 1.3. FLOOR LIVE LOAD 40 PSF OR. I ,000# CONC. I .4. WIND CRITERION 85 MPH, EXP C, 1= I .0, Kms= I .0 1.5. SEISMIC CRITERION 5D5=1.0, 1= I .0, CATEGORY D I .6. ASSUMED SOIL BEARING PER IBC; T. 1806.2 I .6. I . CLASS 3 SOILS 2,000 PSF I .6.2. CLASS 4 SOILS I .500 P5F 2. CONCRETE: 2. I I. DESIGN COMP.STRENGTH 2,500 PSI 2.2. REINFORCING BAR YIELD GO KSI 3. MASONRY: 3. 1 . 8X 16X8 UNITS ASTM C-90, GRADE N 3.2. SET UNITS W/CORES VERTICAL* NO MORE THAN 3 HIGH 4. WOOD: 4. I . ALL WOOD MEMBERS OF THE FOUNDATION SYSTEM SHALL BE SPF -STD OR BETTER, UNLESS NOTED OTHERWISE 4.2. ALL WOOD IN CONTACT WITH SOIL SHALL BE PRESSURE TREATED WITH CONNECTORS MEETING IBC. 4.3. PROVIDE 18" MIN. CLEARANCE FROM SOIL TO UNDERSIDE OF ANY UNTREATED WOOD MEMBER. 5. SPECIALTY ITEMS: 5. I . METAL PIERS TO BE CAPABLE OF SUPPORTING 4,200# 5.2. SOIL ANCHORS SHALL BE, "MINUTEMAN' MMA -35 (CROSS -DRIVE ANCHOR) WITH MMASD2 (STABILIZER PLATE) CONFORMING TO THE FOLLOWING: 5.2.1. DESIGN LOAD OF 2962# W/ A MIN. ULTIMATE LOAD OF 4,443#. MINUTEMAN ANCHORS - WESTERN STATES ENGINEERING - SEE CALCULATIONS 5.2.2. INSTALL GROUND PORTION OF THE ANCHOR PRIOR TO StI I ING THE BUILDING. 5.2.3. CONNECT ANCHOR TIES TO BUILDING ONLY AFTER BUILDING IS FULLY BLOCKED AND LEVELED. 5.3. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURER'S RECOMMENDATIONS. G. VENTING: 6. 1 . PROVIDE CRAWL SPACE VENTILATION PER IBC CODE AND LOCAL REQUIREMENTS AT I NET SF OF VENTILATION PER 150 SF OF FLOOR AREA 6.2. IF A SUITABLE VAPOR RETARDER IS INSTALLED THE RATIO MAY BE INCREASED TO X500, IF ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL. 7. ACCESS: 7. I . PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE IBC CODE. 7.2. PROVIDE 18" MIN. CLEARANCE UNDER FROM SOIL TO UNDERSIDE OF ALL BUILDING STRUCTURE. 8. SITE CONDITIONS: 8. 1 . FOUNDATION SUBGRADE TO BE UNDISTURBED NATIVE SOILS OR STRUCTURAL FILL, COMPACTED TO 95% OF THE STANDARD PROCTOR DENSITY PER ASTM D-698, 8.2. SLOPE FINISHED GRADE AWAY FROM THE BUILDING FOUNDATION AT A MIN. GRADE OF 2%. FOUNDATION SCHEDULE FOUNDATION P 1/8' = 1'-O' 8c DETAIL DETAIL # ITEMS/LOCATION O PERIMETER POST MIDSPAN SUPPORT SOIL ANCHORS MATELINE SUPPORTS PERIMETER SHEAR WALL INTERIOR ROOF SUPPORT EXTERIOR ROOF SUPPORT SPACING. MAX. 6'-0" O.C. 8'-0" O.C. AS SHOWN 8'-0" O.C. AS SHOWN (5) PADS (3) PADS ANREVIEWED FOR DE COMPLIANCE APPROVED S AUG 0 5 2013 City of Tukwila BUILDING DIVISION k °) ).o RECEIVED CITY OF TUKWILA JUL 3 1 2013 PERMIT CENTER RENEWS: 09/27/2013 c.i z t9 z W w z w z W wE2 W W z w z W C/) Co O CU O V) z = Q W z co o o" LL 0 . 0 o u) J U o REVISION DATE 07/3 /2013 Fl SHEET: 1 OF 3 0 00 o a I -co N •Q 0 0 O- .. 0 0 00 8'-0" 0 12'-0" 0 24'-0" 12'-0" 8'-0" 64,_0„ / / FOUNDATION SCHEDULE FOUNDATION P 1/8' = 1'-O' 8c DETAIL DETAIL # ITEMS/LOCATION O PERIMETER POST MIDSPAN SUPPORT SOIL ANCHORS MATELINE SUPPORTS PERIMETER SHEAR WALL INTERIOR ROOF SUPPORT EXTERIOR ROOF SUPPORT SPACING. MAX. 6'-0" O.C. 8'-0" O.C. AS SHOWN 8'-0" O.C. AS SHOWN (5) PADS (3) PADS ANREVIEWED FOR DE COMPLIANCE APPROVED S AUG 0 5 2013 City of Tukwila BUILDING DIVISION k °) ).o RECEIVED CITY OF TUKWILA JUL 3 1 2013 PERMIT CENTER RENEWS: 09/27/2013 c.i z t9 z W w z w z W wE2 W W z w z W C/) Co O CU O V) z = Q W z co o o" LL 0 . 0 o u) J U o REVISION DATE 07/3 /2013 Fl SHEET: 1 OF 3 PRECAST CONCRETE BEARING PAD PROVIDE 24—DAY COMPRESSIVE STRENGTH OF 2500 PSI, MIXED AND PLACED IN ACCORDANCE NTH THE INTERNATIONAL BUILDING CODE (2) i 8 BARS EACH DIRECTION BOTTOM BARS TO BE 1 1/4' CLEAR OF BOTTOM. BARS SHALL BE ASTM A65, GRADE 60 Y-4" 4x8 HFI2 MIDSP SUPPORT BEAM TONAL TO FRAMING ABOVE W/ (2) Bd COMMON o.c. � PRECAST BEARING P WITH FULL BEARING ON EXISTING GRADE 1/2"0 MACHINE BOLT WITH 3—INCH EMBEDMENT IN PRECAST PAD PRECAST BEARING PADS MARRIAGE UNE RIMS PER BUILDING MANUFACTURER PRECAST BEARING PAD WITH FULL BEARING ON EXISTING GRADE ACKSTAND W/ 4000 lb MINIMUM CAPACITY. INSTALL PER MANUFACTURERS INSTRUCTIONS MIDSPAN SUPPORTS RIM AND OFFSET R PER BUILDING MANUFACTURER 2X4 TOP PLATE NAILED TO BUILDING RIM W 16d 0 8'oc 4x8 HP#2 MIDSP SUPPORT BEAM TONAL TO FRAMING ABOVE W/ (2) 8d COMMON 0 48" o.c. MARRIAGE UNE RIM PER BUILDING MANUFACTURER ACKSTAND W/ 4090 lb MINIMUM CAPACITY. INSTALL PER MANUFACTURERS INSTRUCTIONS X4 HPI2 POST SET ON 2x MUDSLL AND ATTACHED TO 2X4 TOP PLATE WTH OR 164) 8 OENAILS 4 P.T. MUOSILL ANCHORED TO BEARING PAD W/ BOTH BEARING BOLTS ECAST BEARING PAD WITH FULL BEARING ON EXISTING GRADE PERIMETER POSTS 0_ MARRIAGE LINE SUPPORTS - EXCEPT AT ROOF BEARING POINTS 4x4 HF#2 POST, NAILED TO RIM JOISTS AND BEARING PADS FACTORY INST W/(4) 16d TIE—DOWN STRAP I 2x12x12" TRT PAD OVER 2x12x24' TRT PAD 4x6 HF#2 POST, NAILED TO RIM JOISTS AND BEARING PADS W/(4) 16d 2x12x12" TRT PAD OVER 2x12x24' TRT PAD REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION TIE—DOWN EARTH ANCHOR SEIECTED IN ACCORDANCE IMTH MANUFACTURERS CRITERIA FOR THE GIVEN SOILS CONDITION FOR A WORKING CAPACITY OF NOT LESS THAN 3150 POUNDS 1110.1- rIMETER WITHIN 44 OFPOST TIE—DOWNANDPAD ® TIE -DOWNS NOTE SPACE MACHINE BOLTS 0 5 1/2' o.c. AND CENTER ON POST BLOCKS AND GIRDER AS APPROPRIATE P.T. 6x8 DF#2 POST T MARRIAGE UNE ABOVE BOLT TO TRANSFER GIRDER WITH (4) 7/8"0 A907 MACHINE BOLTS BEAR AND CENTER ON PAD BELOW T. 4x6 HFI2 PER BLOCK W (2) 7/8"0 A307 MACHINE BOLTS TO GIRDER BEAR AND CENTER ON PADS BELOW. (2) C 7x9. TRANSFER GIRDER RECAST BEARING PADS PER PLAN W/FULL BEARING ON EXISTING GRADE. SPACE 018' O.C.. ALT: 2x12x24' P.T. HF#2 BEARING PADS UNDER TRANSFER GIRDER ON A 2x12 TRT. PLATE TR TRANSFER GIRDER - SEE ALT. F3 RECEIVED CITY OF TUKWILA JUL3 1 2013 PERMIT CENTER 16d COMMON 0 8' o.c. FROM 2x TOP PLATE TO BUILDING RIM JOIST 2x4 HF#2 STUDS 0 24" o.c. P.T. MUDSILL ANCHOR T PRECAST PAD BOLTS EACH MUOSILL PIECE SHALL ENGAGE AT LEAST ONE ANCHOR BOLT RENEWS: 09/27/2013 ODULAR BUILDING BY BUILDING MANUFACTURER 3/8' MN. SHEATHING W/ GALV. 12d NAILS 0 4' O.C. AT ALL PLYWOOD PANEL EDGES, AND 0 12' o.c. AT ALL INTERMEDIATE STUDS. PLYWOOD IN CONTACT WITH EARTH OR CONC. SHALL BE TREATED. RECAST BEARING PAD AT PERIMETER POSTS (1 _SHEAR PANEL SECTION 2x4 HF THRUST BLOCKING BEARING AGAINST THRUST POSTS AND BOLTED TO MUDSILL W/(5) Y'411 0 8' O.C. W/ 5-1/2' END — P.T. 2x4 HF DISTANCE -I� ,. MUDSILL ANCHORED TO EACH PAD SEE DETAILS FOR ADDITIONAL CALLOUTS 2x4 TOP PLATE 4x4 HF#2 THRUST POST FROM VERT. POST TO CENTER OF ADJACENT PADS. TRANSFER GIRDER - SEE ALT F3 UDSILL TO BE CONTINUOUS FROM THRUST BLOCK TO THRUST BLOCK PRECAST BEARING PADS PER PLAN W/FULL BEARING ON EXISTING GRADE. SPACE 018" O.C.. ALT: 2x12x24' P.T. HFI2 BEARING PADS UNDER TRANSFER GIRDER ON A 2x12 TRT. PLATE. VERT 4x4 HFI2 POST CENTERED ON BUILDING COLUMN ABOVE bV°%-‘01,03 BRIGGS ENGINEERING, INC. a M 0 a m L 0 ozs cu 0 2 Z 0 I- Q 0 Z ID 0 I - 1.1 - CI J J 0 0i N Z N REVISION DATE /2013 F2 SHEET : 2 OF 3 0o g STANDARD SKIRTING DETAIL P.T. RUNNER NAILED TO MUDSILL WITH (8) 16d NAILS BLOCKED SKIRTING DETAIL FLOOR ML RIM JOISTS ROOF COLUMN WOOD SHIM AS NECESSARY 4x4 HF#2 POST TOE -NAILED TO / RIM JOISTS & PADS 11-6" (TYP.) 2x12x36" LONG TREATED PLATES V L (3) 2x12x72" LONG P.T. HF#2 WOOD PADS /L POST SU»OST Scale: 3/8" =1'-0" 3 -TAIL WOE GALVANIZED SCREENINF MESH FROM SKIRTING TO GRADE. SECURE MESH TO SKIRTING WITH STAPLES AND TO GRADE W/ GALV. STAKES SCREENED SKIRTING DETAIL FLOOR STRUCTURE WOOD SHIM AS NECESSARY 8x 16 CMU BLOCKS 2x 4 TOP & BOTTOM PLATE 4"x 6" POSTS @ M/L PADS PER PLAN PRECAST 16" SQUARE x 4" DEEP PAD, 5/F2, PER Fl ATTACH BOTTOM PLATE TO PAD W/ BOLT PROVIDED IN PAD RIM AND OFFSET RI PER BUILDING MANUFACTURER PPER BEARING PAD TO (AIL3)Sd UPPF31 RIM POMMON TO POST W/ OWER BEARING PAD 10 STEPPED MUDSILL SECTION 16d COMMON 0 8" o.c. FROM 2x TOP PLATE TO BUILDING RIM JOIST 2x4 HF 18' LONG PLATE NAILED TO 2) JOISTS W/ (2) 16d COMMON, EACH 111111111111.', SIMPSON LUP24 CON ECTIN KICKER TO 2x4 TOP & ROT 48' O.C. P.T. MUDSILL, ANCHOR TO PAD ANCHOR MUDSILL PIECE AND ENGAGE MIN. ONE A.B. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION ODULAR BUILDING BY BUILDING MANUFACTURER WEIL PLYWOOD SHEAR WAIL FASTEN W/ GALV. 16GA.x 1 1/2' STAPLES 0 4' o.c. AT ALL PLYWOOD PANEL EDGES, AND 0 12' o.c. AT ALL INTERMEDIATE STUDS. PLYWOOD IN CONTACT WITH EARTH OR CONC. SHALL BE TREATED. 2x4 HF/2 STUDS 0 24" o.c. CAST BEARING PAD AT PERIMETER POSTS 11 FROST RESISTANT SKIRTING DETAIL RECEIVED CITY OF TUKWILA JUL °3 1 2013 PERMIT CENTER RENEWS: 09/27/2013 SURVEYORS ENGINEERS PO BOX 140537, GARDEN CITY, ID 83714 - (208) 871-0200 sR o§ m U U g z sz uP t z = O a LL! 00 0 O 0 co Cl) J U o I— 2 z 0 F O �Z �i d0 W ry ° Q J D ° 2 Crl U U) REVISION DATE /2013 F3 SHEET : 3 OF 3 With Welcome Ramp Systems, Inc. Component Aluminum Ramp System for Safe, User -Friendly Building Access. www. welcomerampsystems. corn � 13-..103 RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 5 2013 City of Tukwila BUILDING DIVISION RENEWS: 09/27/2013 THESE DRAWINGS AND THE INCORPORATED DESIGN ARE THE PROPERTY OF WELCOME RAMP SYSTEM, INC, USE OF THESE DRAWINGS OR DESIGN FOR OTHER THAN WELCOME RAMP SYSTEMS PRODUCTS IS PROHIBITED, SHEET DESCRIPTION 1 COVER SHEET 2 CONFIGURATION TEMPLATE 3 NOTES & SPECIFICATIONS 4 TYPICAL PROFILE VIEW 5 STAIR DETAILS & DETAILS 1-7 WELCOME RAMP SYSTEMS INC. ACCESS RAMP COVER SHEET DATE: 03/09/2011 BY: CG/DB SHEET JOB NUMBER: 1110 1 OF 5 ALUMINUM MODULAR RAMP & STAIR SYSTEM CONFIGURATION OPTIONS TYPICAL COMPONENT SIZES • LANDINGS: 5'x5', 5'x6' OR 7'x7'; CAN BE BOLTED TOGETHER FOR LARGER PLATFORMS • RAMPS: 4', 8' OR 10' LONG x 48" WIDE; CAN BE BOLTED TOGETHER TO FORM A MAXIMUM 30' RAMP RUN • STAIRS: MAX. 7" RISE x 12" TREAD x 48" WIDE NOTE: WHERE DOOR CLEARANCE ALLOWS, STAIRS CAN BE ADDED TO ANY/ALL OF THE CONFIGURATIONS SHOWN BELOW. ❑ A TYPICAL SINGLE DOOR CONFIGURATION RAMP LENGTH VARIES; MAX. 30' RUN r► 5' ❑ C TYPICAL DOUBLE DOOR CONFIGURATION RAMP LENGTH VARIES; MAX. 30' RUN 5' , 5' 5' ❑ B TYPICAL SINGLE DOOR CONFIGURATION NUMBER OF RISERS/TREADS VARIES it) 5' . I REVIEWED FOR CODE COMPLIANCE APPROVED AUG 05 2013 City of Tukwila BUILDING DIVISION ❑ D TYPICAL TWO—BUILDING COMMON LANDING CONFIGURATION RAMP LENGTH VARIES; MAX. 30' RUN ❑ E TYPICAL INTERMEDIATE LANDING CONFIGURATION RAMP LENGTH VARIES; MAX. 30' RUN in 5' ❑ G CUSTOM CONFIGURATION SEE ATTACHED SHEET 0 in 5' 5' I IA*DITIONAL DAMP OR STAIR I RECEIVED CITY OF TUKWILA JUN 102013 PERMIT CENTER ❑ F TYPICAL SWITCHBACK CONFIGURATION RAMP LENGTH VARIES; MAX. 30' RUN 5' 4"x16'x16" CONCRETE PAD OR 16"X16" PVC PAD 5' 0 b �3-x-03 2009 IBC COMPLIANT 1. ANSI Al 17.1-2003 COMPLIANT 2. MAX. RAMP SLOPE = 1:12 3. MAX. CROSS SLOPE = 2% 4. MAX. STAIR RISE = 7" 5. 100 PSF LIVE LOAD 6. DOOR CLEARANCE PER IBC 7. STANDARD 3 LINE RAIL FOR COMPONENTS 30" OR LESS FROM GRADE TO WALKING SURFACE OF RAMP, LANDING, OR STAIR. 8. 42" VERTICAL PICKET GUARDRAIL FOR COMPONENTS OVER 3O"FROM GRADE TO WALKING SURFACE OF RAMP, LANDING, OR STAIR. 9. GRASPABLE CONTINUOUS HANDRAIL AT 34" TO 38" OFF RAMP, PLATFORM, OR STAIR NOSING. 10. HANDRAILS TO EXTEND 12" HORIZONTALLY OVER WALKING SURFACE AND RETURN TO WALL OR RAIL COLUMN. 11. RAMP AND RAILINGS TO HAVE CURBS WHICH DO NOT ALLOW PASSAGE OF 4" SPHERE WHERE ORIGINAL POSITION OF SPHERE IS WITHIN 4" OF THE WALKING SURFACE 12. FOOTING INFORMATION: 2"x12"x12" P.T. WOOD PAD REQUIRED UNDER ALL ADJUSTABLE LEGS EXCEPT AT THE"U" IN THE SWITCHBACK CONFIGURATION WHERE A 4"x16"x16" CONCRETE PAD —OR— 16"x16" POLYVULC. PVC PAD IS REQUIRED (SEE CONFIGURATION "F") RENEWS: 09/27/2013 THESE DRAWINGS AND THE INC❑RP❑RATED DESIGN ARE THE PROPERTY ❑F WELCOME RAMP SYSTEM, INC. USE ❑F THESE DRAWINGS OR DESIGN FOR OTHER THAN WELCOME RAMP SYSTEMS PRODUCTS IS PROHIBITED, WELCOME RAMP SYSTEMS INC. ALUMINUM MODULAR CONFIGURATION TEMPLATE DATE: 03/09/2011 BY: CG/DB JOB NUMBER: 1110 SHEET OF 1i"x13"4" FILLER ANGLE. PLACE ENDS UNDER TREAD HOLDDOWN ANGLE TO SECURE IN PLACE. T -SHAPE EXTRUSION END PLATE 1/4" ece "t SECTION A RAMP CONNECTION SCALE: 3"=1' TRACTION TREAD PLANK tzt SECTION B RAMP SUPPORT RAIL SCALE: 3"=1' T -SHAPE EXTRUSION END PLATE AL. VERT. HAND RAIL 14"x1i"x.125 SQ. TRACTION TREAD PLANK SECTION D PLATFORM SUPPORT RAIL SCALE: 3"=1' 12" LONG 1"x1"x.125" SQ. TUBE INSERT. WELD TO 4"x4"4" AL. BASE PLATE "x2" AL. FLAT BAR THAT CONNECTS RAMP STRINGERS "x1" AL. PLATE WELDED TO EXTRUSION TO MAKE CONTINUOUS L SHAPE 11" SECTION C RAMP END TRANSITION END LEG SCALE: 3"=1' GENERAL NOTES AND SPECIFICATIONS 1. THESE PLANS AND SPECIFICATIONS ARE NOT VALID FOR ANY OTHER THAN WELCOME RAMP SYSTEMS, INC. PRODUCT PRODUCED THE STANDARDS SET FORTH IN THESE DRAWINGS AND ACCOMPANYING DESIGN. 2. THE RAMP SYSTEM, STAIRS AND PLATFORM HAVE BEEN DESIGNED TO MEET THE 2009 IBC REQUIREMENTS. THE DESIGN LOADING CRITERIA IS 100 PSF LIVE LOAD. 3. RAMP DESIGN LIMITS: THE SLOPE SHALL BE 1:12. THE MAXIMUM CROSS SLOPE SHALL BE 2%. THE MAXIMUM RUN SHALL BE 30'. THE MAXIMUM HEIGHT WITHOUT ADDITIONAL ENGINEERING JUSTIFICATION SHALL BE 48" FROM THE PLATFORM TO FINISHED GRADE. 4. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH ALL OSHA AND STATE LABOR AND INDUSTRIES STANDARDS. CONTRACTOR ASSUMES FULL RESPONSIBILITY AS TO THE CONDITION OF THE STRUCTURE AND RELATED SYSTEMS. 5. WELCOME RAMPS, PLATFORMS, AND STAIRS ARE DESIGNED TO BE FREE STANDING. PLANKING: • THIS DESIGN IS LIMITED TO GS METALS PLANKING MATERIALS. • RAMP: ALL PLANKING SHALL BE 13 GA. 12"W x 1 1/2" DEEP. • PLATFORM: ALL PLANKING SHALL BE 13 GA. 12" W x 1-1/2" D. SEE PLAN FOR LENGTH. • STAIRS: ALL PLANKING SHALL BE 11 GA. 12"W x 2" DEEP. LEGS: • LEVELING FEET ASSUMED TO BE PLACED ON SUITABLE FIRM BEARING GROUND. • LEG MATERIAL SHALL BE 1-1/2" SQ.X .120" ALTUBING. • LEG POCKETS SHALL BE 1.781" SQ X .125" AL. TUBING. • ADJUSTING BOLT - 3/8" X 2-1/4" GRADE 5 CAP SCREW W/NYLON LOCK NUT, ZINC PLATED ALUMINUM: • THE 1-1/2" AL. HANDRAIL SHALL BE 6063-T5 WITH A YIELD STRESS OF 16 KSI. • ALL OTHER ALUMINUM PARTS SHALL BE 6061-T6 ALUMINUM WITH A YIELD STRESS OF 35 KSI. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 05 2013 City of Tukwila BUILDING DIVISION HAND RAILS: • STAIRS AND RAMPS: USE 1-1/2" SQ. X 5/32" THICK WALLED TUBING FOR POSTS AND HORIZONTAL RAILS EXCEPT THE TOP 1-1/2" ROUND HAND RAIL. • STANDARD HANDRAIL (W/0 PICKETS) IS ALLOWED ON FINISHED PLATFORM HEIGHTS OF 30" AND LESS. ALL PLATFORM HEIGHTS ABOVE 30" SHALL USE PICKET STYLE HANDRAILS. • PLATFORM: USE 1-1/2 SQ. X 5/32" THICK WALLED TUBING FOR POSTS AND ALL HORIZONTAL RAILS. • HEIGHT: TOP OF GRIPPING SURFACES OF HANDRAILS SHALL BE 34 INCHES MINIMUM AND 38 INCHES MAXIMUM VERTICALLY ABOVE WALKING SURFACES. WELDING: • FABRICATION PLANT WELDING BY WELDERS CERTIFIED BY A THIRD PARY INSPECTOR AND IN ACCORDANCE WITH ANSI/AWS D1.2 CODE. • WELD SIZES ARE EQUAL OR LARGER THAN THE ELEMENT BEING WELDED. • WELDING IS ALL AROUND UNLESS OTHERWISE NOTED. CARE IS TAKEN TO AVOID EXCESS WARPING OF WELDED ELEMENTS. • FABRICATOR TO CERTIFY ASSEMBLED PART ARE PER THE DRAWINGS PER IBC 1704.2.2. BOLTS: • ALL BOLTS SHALL BE ASTM NUTS AND ANCHOR BOLTS • HIGH STRENGTH BOLTS ARE INSPECTION. A325 OR GRADE 5 ZINC PLATED, UNLESS OTHERWISE SPECIFIED. PROVIDE LOCKING WASHERS UNDER ALL UNLESS OTHERWISE SPECIFIED. DESIGNED AT LESS THAN 50% CAPACITY FOR ADDITIONAL FACTOR OF SAFETY AND DO NOT REQUIRE SPECIAL TECH SCREWS: • ZINC PLATED #10x1", SELF TAPPING. SHOP DRAWINGS: • IT IS RECOMMENDED THAT SHOP DRAWINGS BE PREPARED BY OR APPROVED BY THE ENGINEER OF RECORD. RECEIVED CITY OF TUKWILA JUN .1 0 2013 PERMIT CENTER p THESE DRAWINGS AND THE INCORP❑RATED DESIGN ARE THE PROPERTY OF WELCOME RAMP SYSTEM, INC. USE OF THESE DRAWINGS OR DESIGN FOR OTHER THAN WELCOME RAMP SYSTEMS PRODUCTS IS PROHIBITED, WELCOME RAMP SYSTEMS INC. ACCESS RAMP NOTES & SPECIFICATIONS RENEWS: 09/27/2013 DATE: 03/09/2011 BY: CG/DB SHEET JOB NUMBER: 1110 3 OF 5 b 13-).U3 RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER REVIEWED CODE COMPLIANCE APPROVED AUG 05 2013 11"0 (TYP) 13x134" (TYP) 3-3/4" City of Tukwila BUILDING DIVISION 13" SQ., g" THICK, 6063T6 i "DIA. GRADE 5 ZINC 1 x1r x.125 AL. ANGLE HOLD DOWN FOR TREAD. BOLT AT MIDDLE AND ON ENDS THROUGH L -SHAPE. A" GRADE 5 BOLTS. 1:12 = SLOPE, TYP. SEE SECTION C L SEE SECTION C %Tit WNW E 1 PICKET SUPPORT RAIL 3 HOLES PER SUPPORT, TYP 3"X 1-1 /2"X.125" AL. PLATE W/TECH SCREWS FOR ALIGNMENT "S" BRACKET W/TECH SCREWS 13" SQ. TUBE, Ili" THICKNESS, 6063 T6 SEE DETAIL 5 NOTE: USE THIS RAILING TYPICAL PROFILE VIEW (WITH STANDARD RAIL) FOR 30 -INCH OR LOWER TOTAL PLATFORM HEIGHT. SCALE: 3"=1'-0" SEE DETAIL 7 FOR CONNECTION DETAIL i OR 10' LENGTH OF RAMP SECTION so (2) 3' BOLTS. SPACE 2" APART ON CENTER, TYP OF ALL HANDRAIL ANCHORS. TRT 2x12-12" LONG UNDER SINGLE POST TRT 2x12-24" LONG UNDER DOUBLE POST 4 -11 FOR 10 RAMP SECTION 3'-11" FOR 8' RAMP SECTION WELD EXTRUDED T -BAR SHAPE ON ENDS OF EACH RAMP SECTION USE (3) (GRADE 5) 13" EQUAL SPACED BOLTS WHEN JOINING RAMP SECTIONS TOGETHER. O SEE DETAIL 3 i- FOR HANDHOLD OPTIONAL ADDITIONAL 5'X5' PLATFORM/S. 3"X1 -1/2"X.125" AL. PLATE W/TECH SCREWS FOR - ALIGNMENT • OPTIONAL ADDITIONAL 5'X5' PLATFORM/S. 0'-4" 13"x13"x.120 SQ. TUBE CROSS MEMBER IN MIDDLE OF EACH RAMP SECTION. WELD TO LEG POCKETS AND BOTTOM OF EXTRUDED L -BAR SHAPE. TYPICAL PROFILE VIEW (INSTALLED WITH GUARDRAIL) SCALE: 3"=1'-0" NOTE: USE THIS RAILING FOR TOTAL PLATFORM HEIGHT GREATER THAN 30 -INCHES. THESE DRAWINGS AND THE INCORPORATED DESIGN ARE THE PROPERTY OF WELCOME RAMP SYSTEM, INC. USE OF THESE DRAWINGS OR DESIGN FOR OTHER THAN WELCOME RAMP SYSTEMS PRODUCTS IS PROHIBITED, WELCOME RAMP SYSTEMS INC. ACCESS RAMP PLATFORM 4x4A PIER BASE W/ (4) 5/16"0 HOLES ® CORNERS RENEWS: 09/27/201 DATE: iQ 03/09/2011 BY: CG/DB JOB NUMBER: 1110 SHEET OF b i3?O3 RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER 42" VERTICAL PICKET GUARDRAIL w/BALLASTS TO PREVENT A 4" SPHERE FROM PASSING THROUGH WHEN OVER 30" ELEVATION 1,-0" PLATFORM INSTALL BOLT WITH 1" MIN. CLEAR IN STRINGER PLATE AROUND HOLE. (TYP.) 2" x 2" x 3/16" RECEIVER TUBE 5" LONG (TYP.) NOTE: USE THIS RAILING FOR TOTAL PLATFORM HEIGHT GREATER THAN 30—INCHES. PLATFORM INSTALL BOLT WITH 1" \ MIN. CLEAR IN� STRINGER PLATE AROUND HOLE. (TYP.) 2"x2"x3/16" RECEIVER TUBE 5" LONG (TYP.) NOTE: USE THIS RAILING FOR 30—INCH OR LOWER TOTAL PLATFORM HEIGHT. STAIR PLANK, 2" X 12" X 48" (3) 1/2"0 BOLTS EQUALLY SPACED THRU 1/4" X 7" STAIR END ALUMINUM PLATE INTO PLATFORM. 0 I 1/4" MARGIN, TYP. DETAIL 1 — STAIR HAND RAIL SCALE: 1/2"=1' OPTIONAL STAIRS r- AL. STAIR PLANK, 2" X 12" X 48" 1 '-0" 1-1/2" AL. ANGLE, 3/16" THICK STAIR TREAD STIFFENER DETAIL 4 STAIR HAND RAIL SCALE: 1/2"=1' 0 7 1/4" MARGIN, TYP. 1-1/2" AL. ANGLE, 3/16" THICK STAIR TREAD STIFFENER ce 0 0 0 PLATFORM HEIGHT VARIES 16 GA. X 47-15/16" FLAT GALV. STEEL, TYP. 1/4" x 8" ALUM. PLATE CARRIAGE SEE DETAIL 7 LEVELING FOOT 0'-9" (4) 3/8" BOLTS, TYP. PER TREAD 3,4, OR 5 AL. TREADS PER STAIR. 11" RUN DETAIL 2 — STAIRWAY ELEVATION SCALE: 1/2"= 1' 5'-0", 6'-0" OR 7'-0" T—SHAPE EXTRUSION J AS REQUIRED Ul 5 CLOS ED RISERS CD 7" EACH cn J z 0 0 4'-0" LANDING WITH STAIR PLAN 1.781" 7" RISE 12" —1 1/2" 3/4" THREADED i, ADJUSTMENT 4" SQ. TYP. DETAIL 5 LEVELING FOOT SCALE: 3"=1' DETAIL 3 HANDHOLD SCALE: 1/2"=1' HANDRAIL CONNECTION, DETAIL 6 4" LONG X 1 —3/4"X 1 -3/4"X.25" AL. ANGLE WITH (2) 3/8" TACK SCREWS INTO POST. WELD HANDRAIL TO ANGLE ALL AROUND. 3/8" DIA. THRU BOLT W/ NYLON INSERT LOCK NUT SUPPORT POST, TYP REVIEWED FOR CODE COMPLIA APPROVED AUG 0 5 2013 SPEEDRAIL 4" HANDRAIL TIE DETAIL 7 HANDRAIL CONNECTION SCALE: 3"=1' City of Tukwila BUILDING DIVISION DETAIL 6 FO H'ND RAIL SUPPORTS SCALE: 3"=1' RENEWS: 09/27/2013 THESE DRAWINGS AND THE INCORPORATED DESIGN ARE THE PROPERTY OF WELCOME RAMP SYSTEM, INC. USE OF THESE DRAWINGS OR DESIGN FOR OTHER THAN WELCOME RAMP SYSTEMS PRODUCTS IS PROHIBITED, WELCOME RAMP SYSTEMS INC. ACCESS RAMP STAIR DETAILS & DETAILS 1 7 DATE: 03/09/2011 BY: CG/DB SHEET JOB NUMBER: 1110 OF BERC2 CLIP C41111lROSS TEE ."1. WALL ANGLE #8 x 1/2" ROUND WASHER HEAD TEK SCREW (SELF- TAPPING) NOTE: SCREW IS NOT TIGHTENED DOWN AGAINST BERC2 CLIP UNATTACHED WALL (TWO ADJACENT WALLS) ATTACHED WALL (TWO ADJACENT WALLS) SEISMIC BERC CLIP -FACTORY INSTALLED AT TWO ADJACENT WALLS. -SCREW TIGHTENED FOR SHIPPING IN ROOMS WHERE CEILING CROSSES MOD LINE, LOOSEN SCREW ON SITE BY SET UP CREW SEISMIC ATTACHMENT AT WALLS 3" = 1'-0 [ARMSTRONG SEISMIC 'Rx' SUSPENSION SYSTEM (ESR 1308)] L; L \ b413-4-7,63 2 x 2 SUPPLY 2 x 4 FLUORESCENT AIR DIFFUSER 0 0 L L LILL BERC2 CLIPS 0 L L L L TROFFER LL SUSPENDED CEILING GRID REFLECTED CEILING PLAN 1 /8" = 1'-0" a) M • 16'-0" 8'-0" 1 MARKER TRAY MARKER TRAY A WHITE BOARDS 3/8" = 1'-0" CUSTOMER APPROVAL E APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date SUPPLY AIR PLENUM #PWS015 3 TON 15 kw — HEAT PUMP with ECONOMIZER R410A REFRIGERANT 1285 cfm MAX TYP OF 2 MECHANICAL NOTES: 1. DUCT MATERIAL IS 26 GA. GALV. AND FLEX DUCT. DUCTWORK SHALL BE SUPPORTED PER IMC CHAPTER 6. 2. MATERIAL IN DUCTS SHALL HAVE A FLAME SPREAD INDEX OF LESS THAN 25, SMOKE DEVELOPMENT OF 50 PER IMC CHAPTER 6. 3. SEAL TRANSVERSE JOINTS IN ACCORDANCE WITH IMC CHAPTER 6. 4. WHERE ISOLATION SLEEVES ARE USED AT LINE CONNECTIONS TO PLENUMS, THEY SHALL COMPLY WITH IMC CHAPTER 6. 5. 10" DIFFUSERS w/ NO MANUAL DAMPERS, FLOW CONTROLS © WYES. 6. MINIMUM 780 CFMs OUTSIDE AIR REQUIRED PER WS VIAQC CHAPTER 3 & TABLE 3-4. 7. THE BUILT-IN ECONOMIZER SYSTEM IS INTERNALLY MOUNTED BEHIND THE SERVICE DOOR AND ALLOWS UP TO 100% OUTSIDE AIR THRU THE AIR INLET OPENINGS. IT INCLUDES A BUILT-IN EXHAUST AIR DAMPER. THE ECONOMIZER IS DESIGNED TO PROVIDE "FREE COOLING" WHEN THE OUTSIDE AIR TEMPERATURE IS COOL ENOUGH TO PROVIDE NEEDED COOLING WITHOUT USING THE COMPRESSOR. THIS IN TURN PROVIDES LOWER OPERATING COSTS, WHILE EXTENDING THE LIFE OF THE COMPRESSOR. RECEIVED CITY OF TUKWILA JUN 102013 PERMIT CENTER T QTY. SIZE DESCRIPTION H.V.A.C. 2 3 TON 10 kW BARD WALL HUNG HEAT PUMP w/ ECONOMIZER THERMOSTAT 2 PECO T4932SCH-001 w/ MICROPROCESSOR– 7 DAY PROGRAMMABLE AUTOMATIC SETBACK– DEADBAND CONTROL 212-10-1010 .12-10-10 12 1 1 0 O' 12-10-10 10 12-10-10 1 2 T " -1 rI / 1 f 1 MECHANICAL PLAN 1/8" = 1'-O" SUPPLY AIR PLENUM #PWS015 PRELIMINARY NOT FOR CONSTRUCTION DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. ■ ■■ INDUSTRIES, INC. ■■ P.o. Box 489 is AUMSVILLE, OR 97325-0489 MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. Pacific Mobile 11 BLMP-01 A15 Tukwila, WA Approved for Const: Job No: 17871 File Copy: Drawn By: Start Date: AJB 5-21-1 PERMIT A 4O ApPROV REQUIRED QTY. SIZE DESCRIPTION H.V.A.C. 2 3 TON 10 kW BARD WALL HUNG HEAT PUMP w/ ECONOMIZER THERMOSTAT 2 PECO T4932SCH-001 w/ MICROPROCESSOR– 7 DAY PROGRAMMABLE AUTOMATIC SETBACK– DEADBAND CONTROL DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. ■ ■■ INDUSTRIES, INC. ■■ P.o. Box 489 is AUMSVILLE, OR 97325-0489 MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. Pacific Mobile 11 BLMP-01 A15 Tukwila, WA Approved for Const: Job No: 17871 File Copy: Drawn By: Start Date: AJB 5-21-1 PERMIT A 4O ApPROV REQUIRED GFCI N I0 B B A SD qpy B B CLASSROOM A A SD yqp e� B B NOTES: 1. WHEN STRANDED WIRE IS USED, ALL TERMINATIONS ARE MADE BY A PRESSURE TERMINAL, BY TAILING OFF WITH SOLID CONDUCTORS OF OTHER APPROVED MEANS OF TERMINATION. 2. ALL CONDUCTORS ARE COPPER; TYPE THHN. 3. RATING OF STANDARD PANEL IS 22,000 A.I.C. 4. WIRING METHOD IN METALLIC CONDUIT OR MC CABLE. 5. LIGHTING CONFORMS TO WASHINGTON STATE ENERGY CODE 51-11, CHAPTER 15. 6. ALL DEVICES AND FACEPLATES TO BE WHITE. 7. THIS IS NOT AN AS—BUILT DRAWING. DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. • ■■ INDUSTRIES, INC. ■■ P.O. BOX 489 ■ AUMSVILLE, OR 97325-0489 0 - AB BA B B B B B CLASSROOM B A SD Ad) B A SD GFCI 2 24'-5" TO EDGE OF HORN ELECTRICAL PLAN 1/4" = 1'-0" ELECTRICAL SYMBOLS QTY. SIZE DESCRIPTION ELECTRICAL PANEL 1 200 AMP 120/240V SINGLE PHASE — STUB THRU EXT. WALL— METALLIC RACEWAY SYSTEM LIGHTING 14 2 x 4 TROFFER 3 T-8 TUBES w/ SINGLE ELECTRONIC BALLAST 4 2 x 4 TROFFER 3 T-8 TUBES w/ STEP DIMMING 1 42 WATT FLUORESCENT WITH VANDAL RESISTANT COVER AND INTEGRAL PHOTOCELL H.V.A.C. 2 3 TON 10 KW BARD WALL HUNG HEAT PUMP w/ ECONOMIZER, THERMOSTAT 2 180 V.A. EACH PECO T4932SCH-001 w/ MICROPROCESSOR- 7 DAY PROGRAMMABLE AUTOMATIC SETBACK— DEADBAND CONTROL DATE REVISION BY COPYRIGHT 2013, BLAZER INDUSTRIES, INC. THIS MATERIAL IS THE EXCLUSIVE PROPERTY OF BLAZER INDUSTRIES, INC. AND SHALL NOT BE REPRODUCED, USED, OR DISCLOSED TO OTHERS EXCEPT AS AUTHORIZED BY THE WRITTEN PERMISSION OF BLAZER INDUSTRIES. • ■■ INDUSTRIES, INC. ■■ P.O. BOX 489 ■ AUMSVILLE, OR 97325-0489 0 - AB BA B B B B B CLASSROOM B A SD Ad) B A SD GFCI 2 24'-5" TO EDGE OF HORN ELECTRICAL PLAN 1/4" = 1'-0" ELECTRICAL SYMBOLS SYMBOL DESCRIPTION TOITOP REMARKS -64- SINGLE POLE SWITCH 48" 1440 V.A. MAX, LIMIT PER SWITCH OS OCCUPANCY SENSOR CEILING 1200 V.A. MAX LIMIT PER SENSOR LS DAYLIGHT SENSOR CEILING 1200 V.A. MAX . SENSOR Q DUPLEX RECEPT. 20" 180 V.A. EACH ci WEATHER PROOF/GRD. FAULT 20" 180 V.A. EACH �. DUPLEX RECEPT. IN T—BAR CEILING 180 V.A. EACH L\ PULL STATION 48" 1/2" RACEWAY ONLY PAINT SUBSTANTIALLY RED 1E FIRE ALARM HORN/STROBE (INT) 84" g FIRE ALARM HORN/STROBE (EXT) 84" OSD SMOKE DETECTOR CEILING ON SITE BY OTHERS O THERMOSTAT 48" TO TOP OF J—BOX © CLOCK RECEPTACLE 84" 180 V.A. I- PORCH LIGHT 84" 13 V.A. EACH 24" x 48" TROFFER CEILING 3 T-8 TUBE ELECT. BALLAST. 88 V.A. EACH FIXTURE 24" x 48" TROFFER w/ STEP DIMMING CEILING 3 T-8 TUBE ELECT. BALLAST 88 V.A. EACH FIXTURE SD • , POWER PANEL 72" MODULAR 28 x 64 WA. GOLD CLASSROOM for: KCDA - Tukwila S.D. RECEIVED CITY OF TUKWILA JUN 1 0 2013 PERMIT CENTER Pacific Mobile 11 BLMP-01 Al 5 CUSTOMER APPROVAL ❑ APPROVED ❑ APPROVED EXCEPT AS NOTED ❑ REVISE AS NOTED AND RESUBMIT APPROVED By Date PRELIMINARY NOT FOR. CONSTRUCTION Approved for Const: Job No:, 17871 File Copy: Dravyry,t SABATE . A oar PND APPROVAL '�P.D REQUIRED Tukwila, WA ' start