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Home My WebLink AboutPermit D03-093 - STARFIRE SPORTS - IMPROVEMENTSTARFIRE SPORTS 6800 FORT DENT WAY D03 -093 00 N0. W= J H U) L W 0 g Q (DD = lJ1 Z � 1-0 tuuj Q o co O W W' U — O. .. z UN O z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Address: 6800 FORT DENT WY TUKW Suite No: Tenant: Name: STARFIRE SPORTS Address: 6800 FORT DENT WY, TUKWILA, WA DEVELOPMENT PERMIT Owner: Name: CITY OF TUKWILA Phone: Address: 6200 SOUTHCENTER BL, TUKWILA, WA Permit Number: D03 -093 Issue Date: 06/13/2003 Permit Expires On: 12/10/2003 Contact Person: Name: 3UD YOUELL C/O BRUCE DEES & ASSOCIATES Phone: 253 627 -7947 Address: 222 E 26 ST, SUITE 202, TACOMA, WA Contractor: Name: S D DEACON CORP OF WASHINGTON Phone: 425 - 454 -5038 Address: P.O. BOX 3070, BELLEVUE WA Contractor License No: SDDEACW108NT Expiration Date :06 /20/2004 DESCRIPTION OF WORK: NEW CONCRETE RETAINING WALL AND UPGRADED ACCESSIBLE RAMP AND SEATING. PUBLIC WORKS ACTIVITIES INCLUDE: CONSTRUCT 2 NEW SOCCER FIELDS (FIELDS #3 AND 4). FIELDS WILL BE SYNTHETIC TURF. ASSOCIATED SITE WORK WILL INCLUDE GRADING, STORM WATER DRAINAGE, SANITARY SEWER, PAVING OF PRIVATE EMERGENCY ACCESS, WATER MAIN, FIRE HYDRANTS, FENCE INSTALLATION, PLANTING AND IRRIGATION. RETAINING WALLS WILL ALSO BE CONSTRUCTED. * ** *SCOPE OF WORK UNDER THIS PERMIT SHALL NOT OCCUR WITHIN THE 200 FOOT SHORELINE AREA. A SEPARATE PERMIT WILL BE OBTAINED TO COVER THIS AREA. * * ** Value of Construction: $ $470,000.00 Fees Collected: $5,138.84 Type of Fire Protection: Uniform Building Code Edition: 1997 Type of Construction: III -N Occupancy per UBC: 0002 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: doc: Devperm N D03 -093 e Printed: 06 -13 -2003 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 N N N N ?? Private: N Profit: ?? Private: N ** Continued Next Page ** D03 -093 Public: N Non - Profit: ?? Public: N Printed: 06 -13 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: doc: Devperm lJ , I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constr ion or the p rformance of work. I am authorized to sign and obtain this development permit. Signature: L-t � Date: 6 -1-3 D -ov Print Name: am. �3'�N�2 �- �Z f� "►'q" This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D03 -093 Date: e Printed: 06 -13 -2003 :�i:.:Va;. >i «y +id.�, iiutiau.+�il iwuiY,f:.Lti`..il5�wYii .Iu,+wiu . . .. ta. .•, K. . ' i&$� . +.;;$ iu;:iw»`"`:,'i). :"�:.oi vts a Lku uitT City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Address: 6800 FORT DENT WY TUKW Suite No: Tenant: STARFIRE SPORTS PERMIT CONDITIONS Permit Number: D03 -093 Status: ISSUED Applied Date: 03/21/2003 Issue Date: 06/13/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 4: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 5: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 6: All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 7: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 8: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 12: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 13: ** *FIRE DEPARTMENT CONDITIONS * ** 14: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 15: ** *FIRE EXTINGUISHERS * ** - UFC Article 10 and NFPA 10. doe: Conditions D03 -093 Printed: 10 -07 -2003 lRY9l tiM.+? Y' t +S'fE1YYkJ2�YN�R.A?KHdAgl1V.A4' City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 16: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B :C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 17: Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 18: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) 19: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 20: 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. (NFPA 10, 43, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not complete, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 21: * ** EXITS * ** - UFC Article 12 22: Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 23: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) 24: Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. (UBC 1007.2.5, 1007 -3.10, 1007.5.8) 25: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1. and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) 26: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 27: ** *ELECTRICAL * ** UFC Article 85 - NPFA 70 - NEC 28: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 29: An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) 30: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) doc: Conditions D03 -093 Printed: 10 -07 -2003 )i #�At: '.7 wYy. � a end i!w }q� .;':� ::. M • : .. t:�':.t{..nl. �" t SIB* ;,e39yr,7'P City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 31: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 33: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 34: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 35: Any material spilled onto any street or Fort Dent parking lot area shall be cleaned up immediately. 36: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 37: 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. 38: The Land Altering Permit Fee is based upon an estimated 14,044 cubic yards of cut and 4,380 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. 39: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 40: 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. 41: Revision #2 condition - Prior to starting fill operations, the Applicant /Contractor shall contact King County (Metro) to obtain authorization to fill within their easement area, as shown on the plan sheet. 42: Revision #2 condition - Hydroseed and other permanent erosion control methods shall be per King County Surface Water Design Manual and to the satisfaction of the Public Works Inspector and the City Parks & Recreation Department. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: a doc: Conditions 52./1-7 Date: % "" "2 e;eo D03 -093 Printed: 10 -07 -2003 A,•cyrF+s }ty *,+ fsn .:r,�, . .,:r. NCR+ t* �C!• fG� ''!bRS'.f?ltt?`lCF�`.r'r`SE'� �s.•' :,.. w„ �: :.�.�.}.:.a4«',w:,.•....,T.,... wear , doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Address: 6800 FORT DENT WY TUKW Suite No: Tenant: STARFIRE SPORTS 13: ** *FIRE DEPARTMENT CONDITIONS * ** 15: ** *FIRE EXTINGUISHERS * ** - UFC Article 10 and NFPA 10. PERMIT CONDITIONS 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 111'1). 4: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 5: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 6: All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 7: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 8: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 12: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: Sri 4 l t' D03 -093 Permit Number: D03 -093 Status: ISSUED Applied Date: 03/21/2003 Issue Date: 06/13/2003 iN {cw'�:;;4L;t39u Printed: 06 -13 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: STARFIRE SPORTS TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2323049001 15000 INTERURBAN AV S TUKW STARFIRE SPORTS R03 -00373 LAW 1630 Payment Check 1024 PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW RECEIPT Account Code 000/322.100 000/345.830 000/342.400 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 2,258.00 Current Pmts 250.00 73.75 72.25 1,862.00 Total: 2,258.00 PW03 -036 PENDING 03/21/2003 2,258.00 03/21/2003 02:58 PM $2,180.75 J)o. -c7?3 03/21 lib TOTAL Printed: 03 -21 -2003 ';' :ears. City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 16: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B :C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) 17: Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. 18: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) 19: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 20: 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. (NFPA 10, 43, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not complete, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 21: * ** EXITS * ** - UFC Article 12 22: Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 23: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) 24: Exit doors from a group A, E or I occupancy having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. (UBC 1007.2.5, 1007 -3.10, 1007.5.8) 25: The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of it's failure, illumination shall be automatically provided from an emergency system for Group I, Divisions 1.1. and 1.2 occupancies and for all other occupancies where the means of egress system serves an occupant load of 100 or more. Such emergency systems shall be installed in accordance with the electrical code. (UBC 1003.9.2) 26: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 27: ** *ELECTRICAL * ** UFC Article 85 - NPFA 70 - NEC 28: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 29: An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided directly in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) 30: Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) doc: Conditions D03 -093 .�SVfkL°A'A*".�i, .� � •.,'N �• taa`v�':�.;:' :{yiwT'?Et�7f�';sr.:.; .^,!P,n!; <a.�Fa et.'* Printed: 06 -13 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 31: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 32: These plans were reviewed by Marshal 51. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 33: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 34: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 35: Any material spilled onto any street or Fort Dent parking lot area shall be cleaned up immediately. 36: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 37: 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. 38: The Land Altering Permit Fee is based upon an estimated 14,044 cubic yards of cut and 4,380 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. 39: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 40: 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. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: 62- 3 J-vv 5; Print Name: p e,c.. doc: Conditions D03 -093 Printed: 06 -13 -2003 + n .nJ � CSI rlx r � Name: , --31)0 {1RR 04 ' 03 12: lePM TUKWI' •? DCD'PW WI • • King Co Assessor's Tax No.: Site Address: Suite Number: Tenant Name: S' TAIZFI tZ SFID2T Property Owners Name: C Cr{ OF 1) KU, L1 Mailing Address: (PO40 erer Derr W(iI ( 5.) I T>~ ac", 'TUKWILA Contact Person: Contact Person: E -Mail Address: \applicntionaloctmlt nppllrenQot (I-2 1/2003 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** I r't�i�b IY r i v`RII C ,�� I .t 4 k k" ,. 1 , 1 11:1 14tl+f� Mailing Address: ZZ.Z 2( ice E -Mail Address: ) \Quell'' 25oc.t►i • C.O{rY1 , h .1�' ry n' I'•� � Ir � I Company Name:�/3 -b Mailing Address: City Day Telephone: E -Mail Address; Fax Number. Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ;l�� ?) , •�r.:!', 0110 Nti�I q� +,4 n w r� 1 - A' , r tJl, 1r + ^I L' � a �� •`�+ �,� ,lad,.. ,�... f!3�ftl`�A .�It.. u . 4, � -. ,�', rl..��, . �m, �,t�l�ltlrlt;�im�'�I.Idr� Company Name: 13RUCS Mailing Address: 222 a 2CA s $u rre ZO2. Contact Person: "f3fzuce E E -Mail Address: bCieer, C bC.Lzs - 40:t. ,Corrn-t Company Name: Mailing Address: ry{ � S 1 ,[ 'i � 41! .M I,� .(li � '%i '�'fi 7 Lt 1� 1�I1N ' ` � /ll ,� �;,� �,�7' 1" M a >< I )? � �� ,• t� a c { .al, ;n ea �;I. 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I.1 ' .1114 . , •. ,I 4, I I ,Iw 1 t' e. " I I l r , : • .1 es 1 I,,: /Structure: ; 1 Il 'i I .YI r 1 y ' �I IhJ11,11 • 1. ' I . 1 1 1 , M4 e 1. 1 .114 , 1 ' 1 , r , . ' • 1 � 1 ; \ e .. ell, e,I .e 1 0It. I I I' , 1e 1 ; ,{ • ;; " : , a t `� 'I:1 „IIIII ��J.e ' , : 'w : +.•; L. :n411 •�T �j 1 Iq l I e,lree ..e1�41 III ,11.. ,C b nn fluc idly; llee,,. ,1 . 1 ( I ,. :: i 1 I , 1 :'r, : , :lp' er; $ :„ I e ; • :. IIIM1 ., el e.: 1. .I plb� py{�{{{{{{},,,,,, ;;i111 e ' , e 4G. r e .4 d • I I : . � $C',;I„ 1 4 : •1.1 ; ;, :. : ,. ; 1.4 ., ,.. f ,,,, ten4 ,1 eel ~ 1. � 1' 1 ;l `f 5 ,1. : 4 :2' , ° Flaor. 11,1,1 I ,e,' r „ „ 4 ,1 Ir.' : ... 1.e e 7 - . 4 1.1; ,1 , ( ,,,, ,,1, : 1.1 ':• :1 ',.,”: •ti A„ 11 Wt 4, e , t ,,I pe r...•:.•::: I I' I , r. 1,.., i : " .",• + t : pp ee hh I 01 III II : : • . u4.1t: II 14.11 ,le 1 1 ; :Attachtr ,elti`agG .1.11, .,1, ,11 ,; 1 III, V., :h ' i :.:',. ' 1 ' .........;.1 " ,....; ' ..1 I: 1.1 1 4 J41' Iu '::1Dea ed 'e:tI; :::..i,�.• 1 I:' i : ' 1•1 y 11 .1 1, .1 ,r I 1 1 4 top...4 . :it 4 n + (1/ T .11 . .. a I , I . 1 I � , 0,1 31:1 ,I 1411 ' ors: 4 11 . ..1: , ties a t :: :ec1 :r : :',,,:::::',,,,I':' : I• •1 •. • 1:',`,L'•„:: 1:... 1.r. :eel T. .MAR 04 '09 12:19PM TUKWI' DCD'PW T 1�'� ^.r��•�•'� �. 1 �,!�I 1 1 ,10 ' ta i r �i :6 )) �111 i , i�d1 •1 , 00,144',.! • i ?s 7 �,� r yIl� *� II�'; t U� 1 { re• 4 `� g1 , . 14 �' ✓11'II IllleIke ,6 mitt IN,vt4 .! I -. ' � n, iilCAil' ,1Xr 1 I J l r " Valuation of Project (contractor's bid price): $11Z:2:2(1_ Existing Building Valuation: $ Scope of Work (please provide detailed information): ti(. 2400 GI , GO )c1. E" j' 10V\ c. tr. &$ _ _ CANE )fl t SG-�"U (ro N 2 .Fw )rtei i I : _ • �. ft►, �► r tta.1 f.. • :.w77 .a �f J /'i VI Ai��.�� J ri }�s�. _. � �� _. ism. na��. �ri��iiwflililia7f� .1N'%�l%�iti�►.�.•.� 4n�•swab Will there be new rack storage? ❑...Yes ❑ .. No If "yes ", see Handout No. 4ppawUonsVormit +ppliuGon (1-;003) 1/200) 3Xn'lAsnit' Oacctr Page 2 I{,a� .j' 1 ltii- �NrT r 451 " G 4( , l i i 1 ri ,i o'p A �`,;'� � �'��! �� ,�s; t ni�lnr � Fl for requirements. P.3/17 111 Prov .. ide All'Buildin'g,Ar s ua1re•FApl'gr �el�H�2100::; f • :X. • " ,1 ' III I rll I rr III :1 I r II .tell III I r, 4oI I no! I 1 r , 111111 .' I): • . • 141, or l r I . . II YI 11 I.I I14 r� 11 . II 1 :4 :r;.I:Vt.:. , I Ir IT. • PLANNING DIVISION: Single family building footprint (area ol thc foundation of all means. plus any decks ova 18 inches and overhangs grow than IS inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑...Yes . No If "'yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑...Automatic Fire Alarm [None ❑ .. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building ?? 0.. Yes No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water City of Tukwila Water District ❑ ,. Water District # 125 LJ... Highline Water District ❑...Ciy of Renton Water District Sewer ir'`► City of Tukwila Sewer District 0.. Val Vue Sewer District ❑...City of Renton Sewer District 0... City of Seattle Sewer District 0 Septic System (If property is served by a septic system 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) ,.1 .MAR 04 '03 12:20PM TUKWII DCD'PW PUBLIC WORKS PERMIT INFORMATION — 206 -433 -0179 P# Call before you Dig: 1- 800 -424 -5555 Summary of Proposed Work: `Rti ml="tc I eel -inzi. Soc.c2r • ,«,; Coittruc \- 3 au.) c - '�e�c�g All - field% Wt 1'x, etic.' 4, Ascc.teted Wor k- 54 Wau tyr, vde. c"adi+rt t.m \er reic l 694 304 5 f Wvrlc,..a t o e u. - Metre r6r'e v� r # beater wRie-e •GYIC - ��t u tt.aM pia. ►� trrt �• Wells war also Lae. 5truci-el, Please refer to Public Works Bulletin #1 for permit fees and Fee Estimate Worksheet. W ter District Tukwila Q WD # 125 ❑ Water Availability Provided Se er District Tukwila ❑ Va1Vue 0 Renton ❑ Seattle ❑ Septic System ❑ Sewer Use Certificate 0 Sewer Availability Provided ❑ Approved Septic Plans Provided For onsite septic system, provide 2 copies of septic design approved by King County Health Department. Su itted With Application (mark boxes which apalM): Civil Plans (PAPER MAX. 22" X 34',) LEI Technical Information Report (Storm Drainage) (t�Geotechnical Report Traffic Impact Analysis ❑ Bond ❑ Insurance ❑ Easement(s) ❑ Maintenance Agreement(s) ❑ Hold Harmless Proposed Activities (mark boxes that apply): ❑ Right -of -way Use - Nonprofit for less than 72 hour ❑ Right -of -way Use - Profit for less than 72 hour ❑ Right of Way Use - No Disturbance ❑ Right of Way — Potential Disturbance `0 Construction/Excavation/FiII Right of Way Non -Right of Way Er Total Cut itf` - ' = cubic yards (J Work in Flood Zone Total Fill cubic yards 2' Storm Drainage f6 Sanitary Side StV ' r Cap or Remove Utilities ❑ Frontage Improvements ‘ 2, J Traffic Control Backflow Prevention C 2 6/) Permanent Water Meter Size: ❑ Temporary Water Meter Size: El Water Only Meter Size: Sewer Main Extension Public FINANCE INFORMATION Fire Line Size at Property Line ❑ Water ❑ Sewer Monthly Service Billing to: Name: �7jN2tl Ve )(2T Water Meter Refund/Billing: `'j7 Name: 42.F112e SR) Mailing Address: 4$4,4 M,UHOW!P:A:ilfUltmbh Twiww.WfM W<YJrt4l,C 7M rekz'rs o + ❑ Abandon Septic Tank O Curb cut O Pavement Cut tre Line Fire Protection 71 Irrigation WO# Wo# WO# Private Number of Public Fire Hydrant(s) _ 5 ❑ Sewage Treatment uJ • S(( 25 0 Highline 0 Renton PW q Grease Interceptor( r ) Channelization Trench Excavation ❑ Utility Undergrounding 77 ` Domestic Water `/ " ❑ Deduct Water Meter Size: `d Water Main Extension Public Private P.4 /17 Day Telephone: C) (P) ` /° Mailing Address :( 4O F'I �E:�ir V .�/ SVRE f2� �UKWII..� WA. cjl City state Zip Day Telephone: ( 9- ) 'i v .4. LC.Ga City $rate Zip 111RFasr3 ww»un W M1r 1 ,r frtfi. , 'yr'ef :'; �' . ' :; .. Y ,;,,,: ;: Q'ty', � ' r,.. •,i' '; Valt Type`' ' ..' ' I � "'� ',., ,, t , . ? Q y" . °;u ^ N ''''„4.: ' ;.: nit e t r ,' r , ., ' �$oi!' ; �! regs Ak ;;.,, ;� :.. . .. ;. , Furnace <100K BTU Air Handling Unit x10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Ilirnace> 100K BTU Evaporator Cooler 3 -I5 HP/500.000 BTU Floor Furnace Ventilation Fan 15-30 HP/I ,000.000 BTU Suspended/Wall/Floor Mounted Heater • Ventilation System 30 -50 HPP /1,750,000 BTU Appliance Vent Hood 50+ HP/1,750,000 BTU Hcat/Refrig/Cooling System Incinerator • Domestic Air Handling Unit x10,000 CFM Incinerator — Comm/Ind MAR 04 '03 12 :20PM TUKWII ^•DCD "PW MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be'presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... Replacement .... [] Commercial: New ,.,, ❑ Replacement .... Fuel Type: Electric ❑ Gas....(] Other: Indicate type of mechanical work being installed and the quantity below: It.i . v n` >a" 9.w•. "� , e a' .•., 4N , p , r n� -1,111‘.' ' . lil!L�rL • f "Q9�'m, w "Tr, +� � 1 i 6' , 9 ¢l�, ' I i if a i g. • r ��'Y. ; rc �1 ' h .� 1n 1 w :44 c {, q I 1 t ryh t J ' ''�• 1' ^et Y„ `S .n j � I4�, �. . 1.r y��ld7 • ii Fr i S} J• � �) Y � �j� % A �s Ij , i' (�!+ � Y " �P '1' •�� g y �' I 7i1197:7� I ' . � �� • ��T�i. :: V •I�i - .Ir � I y ry { ,, I p�y� I {�' { ! 1 g ',,, ! / t r h •7.It371 W INhI J. C�.ilult • J. � �rf{IY3i � • ( �!� Value of Construction — In all cases, a value of construction amount should be entered by thc applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review— Applications for which no permit is issued within 180 days following the date of application shall expire by limitation, The Building Official may extend the time for action by thc applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF TILE STATE OF WASHINGTON. AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 • • • . - I ,- IZED AGENT; Signature: Print Name: C.. / % /3'rel P'/e2 � . 5L 4 -r--r' Mailing Address: D r EN r Date Application Accepted: S Date Application Expires; 9iwZ/. e ate ..r•. Staff In' lj m ■pplicattota\pamit upplieutoa (1 400:) 1/2003 µ'ms Af laS Page 4 Fax Number: CA_)1 LA City State P.5 /17 City State Zip Day Telephone: Date: „3 - . 2 / - Day Telephone: 3.a. Zip z RECEIPT ,z re 2 Parcel No.: 2954900426 Permit Number: D03 -093 6 v Address: 6800 FORT DENT WY TUKW Status: ISSUED U O Suite No: Applied Date: 03/21/2003 co W Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 w U) u_ w Receipt No.: R04 -00237 Payment Amount: 47.00 Q co Initials: LAW Payment Date: 02/27/2004 10:14 AM z w User ID: 1630 Balance: $0.00 Z H F— 0 Z1— 111 uj O • N O F- LU W Type Method Description Amount I U_ O Payment Check 61338 47.00 LLlZ U u — I O ~ Payee: SD DEACON TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PLAN CHECK - NONRES Account Code Current Pmts 000/345.830 47.00 Total: 47.00 3275 03/01 9716 TOTAL 47.00 Printed: 02 -27 -2004 z City of Likwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Permit Number: D03 -093 Address: 6800 FORT DENT WY TUKW Status: ISSUED Suite No: Applied Date: 03/21/2003 Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 Receipt No.: R03 -00908 Payment Amount: 47.00 Initials: LAW Payment Date: 07/28/2003 02:23 PM User ID: 1630 Balance: $0.00 Payee: SOUTHWEST INFRASTRUCTURES TRANSACTION LIST: Type Method Description Amount doc: Receipt Payment Cash ACCOUNT ITEM LIST: Description PW ADDL INSPECTION FEE RECEIPT 47.00 Account Code Current Pmts 000/342.400 47.00 Total: 47.00 T7/28 '7 TOT4Y,_ 47.0f, Printed: 07 -28 -2003 <tt,ri.:rSSwa::i,:«xcC TRANSACTION LIST: 1 Payee: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z z Parcel No.: 2954900426 Permit Number: D03-093 v O Address: 6800 FORT DENT WY TUKW Status: ISSUED u) p . Suite No: Applied Date: 03/21/2003 u) LLI Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 -J H w Receipt No.: R03 -01143 Payment Amount: 47.00 g j w Initials: LAW Payment Date: 09/18/2003 02:28 PM 'lc/ w User ID: 1630 Balance: $533.25 z i I— O z i— ll' ui 0 O - OH LU li j X Type Method Description Amount ~ 'j— - Payment Check 1308 47.00 uj U = . O~ STARFIRE SPORTS PLAN CHECK - NONRES 000/345.830 RECEIPT Account Code Current Pmts 47.00 Total: 47.00 2852 09/19 8716 TOTAL 47.00 Printed: 09 -18 -2003 nhc(w�latic:7v;u('i;7a: z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT =i-: re 2 Parcel No.: 2954900426 Permit Number: D03 -093 6 D JU Address: 6800 FORT DENT WY TUKW Status: ISSUED 0 0 Suite No: Applied Date: 03/21/2003 co 0 Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 H (0 U w 2 Receipt No.: R03 -01290 Payment Amount: 250.00 g Q co D Initials: SKS Payment Date: 10/23/2003 01:12 PM = w User ID: 1165 Balance: $0.00 Z F I- 0 Z I- W O • - O E-- W W Type Method Description Amount I- r- I.L. Payment Check 1374 250.00 iii U= 0 Z Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt STARFIRE SPORTS PW ADDL PERMIT /INSP FEE Account Code Current Pmts 000/342.400 250.00 Total: 250.00 .. . 2 7/16 'TOTAL AL. ry5t).00 Printed: 10 -23 -2003 n:mf 4 iit aW, r�r' .k":.`�tJ$t3:?aWv!arx,Cmx'g emfE:w":. "ti:; =4, -,-. rc:3 z '~ w ir e Parcel No.: 2954900426 Permit Number: D03 -093 Address: 6800 FORT DENT WY TUKW Status: ISSUED 0 0 0 Suite No: Applied Date: 03/21/2003 u) w Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 -J H CO w w Receipt No.: R03 -01220 Payment Amount: 533.25 ti = c d Initials: SKS Payment Date: 10/07/2003 01:26 PM H w User ID: 1165 Balance: $0.00 z i I- 0 z 1- Payee: w • w O • N O )- W W = 0 Type Method Description Amount I O Payment Check 1336 533.25 LLI U TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 STARFIRE SPORTS INSP FEE - STORM DRAIN LAND ALTERING PERMIT FEE LAND ALTERING PLAN CHECK PLAN CHECK - UTILITY PW ADDL PERMIT /INSP FEE RECEIPT Account Code Current Pmts 412/342.400 000/322.100 000/345.830 000/345.830 000/342.400 15.00 209.00 49.25 10.00 250.00 Total: 533.25 3455 10/00 9716 TOTAL 533.25 Printed: 10 -07 -2003 z RECEIPT =~ Parcel No.: 2954900426 Permit Number: D03 -093 o Address: 6800 FORT DENT WY TUKW Status: ISSUED w o Suite No: Applied Date: 03/21/2003 w Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 w 00 } g J Receipt No.: R03 -01256 Payment Amount: 47.00 u. 0 a Initials: SKS Payment Date: 10/16/2003 04:21 PM H w User ID: 1165 Balance: $0.00 z 1— 0 Z I-- 11.1 • w U� O N w W = - U Type Method Description Amount 1- O . Payment Check 1366 47.00 0 2 0 1- z Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 STARFIRE SPORTS PLAN CHECK - NONRES Account Code Current Pmts 000/345.830 47.00 Total: 47.00 •3705 10/17 9716 TOTAL 47.00 Printed: 10 -16 -2003 :ray doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Permit Number: D03 -093 Address: 6800 FORT DENT WY TUKW Status: ISSUED Suite No: Applied Date: 03/21/2003 Applicant: STARFIRE SPORTS Issue Date: 06/13/2003 Receipt No.: R03 -01489 Payment Amount: 47.00 Initials: SKS Payment Date: 12/15/2003 11:16 AM User ID: 1165 Balance: $0.00 Payee: STARFIRE SPORTS TRANSACTION LIST: Type Method Description Amount Payment Check 1467 ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES RECEIPT 47.00 Account Code Current Pmts 000/345.830 47.00 Total: 47.00 633 12/16 9716 TOTAL 47.00 Printed: 12 -15 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: Payment ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2323049001 15000 INTERURBAN AV S TUKW STARFIRE SPORTS R03 -00376 SKS 1165 STARFIRE SPORTS TRANSACTION LIST: Type Method BUILDING - NONRES 4, Check 1025 Description RECEIPT Account Code 000/322.100 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 2,759.03 Current Pmts 2,759.03 Total: 2,759.03 D03 -093 PENDING 03/21/2003 2,759.03 03/21/2003 03:03 PM $906.72 ,';853 03/21 1716 TOTAL AL 7007.95 Printed: 03 -21 -2003 fiu:, du4111„5 ti:: i7.., J1 ;'3"Q�+:'t:i�*e'r'ron....,».... .... . Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2323049001 15000 INTERURBAN AV S TUKW STARFIRE SPORTS R03 -00371 SKS 1165 STARFIRE SPORTS TRANSACTION LIST: Type Method Payment Check Description 1025 RECEIPT ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 2,379.81 Payment Date: 03/21/2003 02:55 PM Balance: $3,665.75 Amount 2,379.81 Current Pmts 2,379.81 Total: 2,379.81 D03 -093 PENDING 03/21/2003 6853 03/21 9716 TOTAL 7007.95 Printed: 03 -21 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method doc: Receipt Payment City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 2954900426 6800 FORT DENT WY TUKW STARFIRE SPORTS R03 -00729 SKS 1165 ACCOUNT ITEM LIST: Description STARFIRE SPORTS Check 1182 PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW Description RECEIPT Account Code 000/342.400 000/342.400 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 18,508.75 Current Pmts 391.00 9,953.75 8,164.00 Total: 18,508.75 D03- 093 PW03 -036 PENDING 03/21/2003 18,508.75 06/13/2003 01:09 PM $0.00 9532 06/13 ' ?71:.6 TOTAL AL lc %00.75 Printed: 06 -13 -2003 yy, ?n vi "av::mLiti`�p City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2954900426 Permit Number: D03 -093 Address: 6800 FORT DENT WY TUKW Status: PENDING Suite No: Applied Date: 03/21/2003 Applicant: STARFIRE SPORTS Issue Date: Receipt No.: R03 -00376 Payment Amount: 2,759.03 Initials: SKS Payment Date: 03/21/2003 03:03 PM User ID: 1165 Balance: ($75.85) Payee: STARFIRE SPORTS RECEIPT TRANSACTION LIST: Type Method Description Amount Payment Check 1025 2,759.03 ACCOUNT ITEM LIST: Description doc: Receipt BUILDING - NONRES Account Code Current Pmts 000/322.100 2,759.03 Total: 2,759.03 Printed: 06 -12 -2003 COMMENTS: Type of Inspection --` Address• A$ O� � 4 Cb►' Date Called: i,t,A_ Li( i I o q Special Instructions: VII � AR Q Y" i um- �+ i?,ioq ; ;.9nTli• . Requester: / A h / .4e „r_it„.-2 ,a .... (I so --- (J S 2 2. ,c 4,6/4/ >-) L. 4 , / ...t'n e , _, , ,,,, ,..,./ - N. e �j�/) ,..�+� / 1 ° ---- t'! ---fl_e_< .ep iaife-n-ofei) , $ 4._ z _ ek Project: Type of Inspection --` Address• A$ O� � 4 Cb►' Date Called: i,t,A_ Li( i I o q Special Instructions: VII � AR Q Y" Daft Wanted: �+ i?,ioq ; ;.9nTli• . Requester: PY•,PLP) (I so --- (J S 2 /8 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: (206)431 -3670 pproved per applicable codes. ['Corrections required prior to approval. Date: 7/-b $47.00 REINSPECTIc FEE REQUIRED. Prior to inspection, fee iust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: ', 4,)' i 1 , Y, - EG,tv\ Gov, s,„\--k fii:I r?v, Si 1 e /' )- -, i ' 0 CO C Py )l J N S aW o \ CA 4`1• Special Instructions: CO (IA- 7 T`: 0A[ v ( 7 Gv-'I ; �t /O1S(�Z�' pate Wanted: • ► • ', l og- C a.m. P.m. P sect: 1 /. � A P-- Type of Inspection: ', 4,)' i 1 , Y, - • ./) l; 1 /' )- -, i ' A dress: !' �� !� lr ( J )l J N Date Called: Special Instructions: CO (IA- 7 T`: 0A[ v ( 7 Gv-'I ; �t /O1S(�Z�' pate Wanted: • ► • ', l og- C a.m. P.m. Requester: t I Phone No: ` Al) �, ` n INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20•)431 -3670 LI Approved per applicable codes. Corrections required prior to approval. Inspector'" - } A Date: 3_ U L! El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be • paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1:.. 3�: a�i ;.." +,�L.rw".,1'r�'Y:i7 },rsry f;fu.t•;: `..y .�s.. ?. tii /_ ':' ^zrdi. ,rd i.+. yt« } cC.f r�, S.r.'�i1M.ii�l � �t"f �`�! � City of Tukwila Needs shift inspection Fire Department Thomas I? Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Project Name Address e. /v7 . Retain current_inspection .schedule V' Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature FINALAPP.FRM Rev. 2/19/98 Permit No. 7 . ■ Steven M. Mullet, Mayor Suite # 12. /;"' Date ' T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 ' :44044, . _ , 4r0.11. ‘ Project: Ct r - ( I (e 5 Type of Inspection: • .-o F nc Address: 68O0 .t- 1.)-'11 6 Date Called: [2- 23 - -0 Special Instructions: '•, .A s. Date Wanted: /2 4 ( a m) - p:m . Requester:. JJ -°- Phone No: o6, - 6 o -6 COMMENTS: C 12/303 fotd 6 w1/4 I ( ;; / I 1 /. . i .l l/ /1 1/ t clAA- 6 w /19 /7-1/4 1/1644-o, Inspector: b i 1 Date: )z /3 D /u tom 1))f INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit T00-093 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: tom 1))f INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit T00-093 PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proj- •. Z , Type of Insp:c 'o r1: Ad • re��s., t' 1 �.� Called:: i �� Sp- cial Instructions: Date Wanted: 1 s ta, ( 0 m Requester ) ( /� r . \ 1 Phop . 11c r Li sz)...t7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 t909 PER 06)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: CG , �. ri $47.46 REINSPECTION FIDE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: 35'E 1 2 029 e4C-aNsGtO i (cj it', (c 1 RC i-- vi a..,4 S---ao cif A/k12-6(4-Q -eAcodo To 6(SI. 1 - 2," sdA4 46 ll-b4 fkivkAA k1a -.Oi Qom-). ` z) 1)79hc \-44-1" s, \ K1 QA,,.. Date Wanted: I h ti a.m. p.m. Requester: J _ Phone No: Project: ,, 4-#-(1\-.L. Type of Inspection: 35'E Address: Date Called: iCIZ /� Special Instructions: Date Wanted: I h ti a.m. p.m. Requester: J _ Phone No: I. INSPECTION RECORD Retain a copy with permit .D -cal) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: «(z5 /L $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection:, Y` l i Address: 14246 CC.N...( Id \M (1'4 vw 14-LvA S Special Instructions: p ctlon . ()„, --1-.0 11k "._ (() P cis..0 t. << f i, fc , I tr (rkcV `) (Ail 1n4 , ,, Roiloi S ( g. MS.e. - 'll- ur44641. Project: � � ( .N-It Type of Inspection:, Y` l i Address: Date Called: I(� ( � / l S Special Instructions: p ctlon . 1 Date Wanted: t ( l ( a.m. p.m. Requester: T ANI / SPhone INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. El Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Address: Date Called: pii,e210 JO 2. 1 .7 4 C (hof .. f A O ∎I (Alt -1, Requester r( (A/-17-- Phone No: L '°H l (/ , Q ; k S I i< liA.1,D O (011 TA b- , R. 1 � ifte e S ""' o Fr Project: Type of Inspection: Address: Date Called: pii,e210 Special Instructions: Date Wanted: (t •< a.m. p.m. Requester r( (A/-17-- Phone No: INSPECTION RECORD Retain a copy with permit I SPECTION NO. .; . / PERMIT NO. CITY OF TUKWILA BpILDING DIVISION .F 6300 Southcenter Blvd., #10b, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable code: Corrections required prior to approval. Inspector: c Date: 10(21/01 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: wok C IL) /NY') ( otd vv\-Steafi 4 l €), '' V c1/4..//1 va -t)1/4."--■ , A,..,, kc,-- C:3 (r-, 1 — r. E- 4) c, QA-0-Q. t 0i)ci 4 S .• c. ( A .T---t.n QJ aI (J " 9_a- Gn° A..,,(1 5,) LJAN 6 C .- ` 7" i() 41r 1 -L c, "U N 4w - ,. ,..„ 144(j 0-4 SLts� YV N om �� -ki �5,t. � �a l 11 's'w -4 / pp�� ItkA.AN-1,i 07 Ka( k . cg, _ac s -cam 11) Project: Si L-C Type of Inspection: wok C Address: Date Called: lo Special Instructions: Date Wanted: , " a.m. p.m• Requester: / r ..t J Sw WI Phone No: ' 191 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. Inspector: Date: tok V73 Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: El Corrections required prior to approval. 1 ` COMMENTS: Type of Inspection: L 1 l ( 1/ 4 / / c ) 3 6 � p , y . , j . I JP 7 5'A Cit cL ( /f:&4 LX` .. Vl^ ,. rk /I ��. L --G 7- � b c ci r (- (S J 4 Li- F2 ( em,, 4 00 / l f 5 /) ., ?4... -, ti , i.-J f f_ _. r t..," t..," .� i iv, 17 CYO t" 7 , � i/ r R eques3er: s Phone No: Project: C0.-t —.)-.. Type of Inspection: L 1 Address: Date Called: Special Instructions: --, 1 ,, ,, . �. 6c. -,1 G .p csf F04 . 3 1 `I '' ��f v' 11 Date Wanted: It !� a.m. p.m. R eques3er: s Phone No: k/A- 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 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: 5 Al e-- . Address: Date Called: /cliA) 3 • 3 at4 3 1.- fr S.atklia..4- iti C2A.4., ..t e-iii-a-eiLo. r n 5 44 t-/- .il /0 V 74:.) Requester: 4 I cii.tp / 5 -fli f SS kV/ # /of , ( c cm I/ 1....,(c:' ) -ihr1 7 P I ,A4t 12) RA &V714--tit c....."..ce g31. / 1:-- 11 • Project: ,)tc-(A ,r,(40 Type of Inspection: 5 Al e-- Address: Date Called: /cliA) 3 Special Instructions: Date Wanted: 1, I. i a.m. P.m. Requester: 4 I cii.tp / 5 -fli f Phone No: INSPECTION NO. El Approved per applicable codes. 141ZW INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. Inspector: Date: 1 LI 7/6 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: f .44.44Ae Lj . COMMENTS: Type of Inspection: 1 � 3 ( • A.._ C\ / 4-t -,- �'� h ..4*•rr-7, -4,/ r cp (0- 0.,,,,i) , p 'i( P th p ;. A , ( t V' r0 L �, A s . ,,) )..Ci Special Instructions: 0.61 6 19. V( 1 A{ 4 .r �:, r} S (....6 S 4.14U4 t?•\ ... a.m. p.m. dYL /1 x.4 AN M d a (tom 1 Z 4 C) 2: / Project: _ Type of Inspection: Address: "•: Date Called: IC) (49 0 1 ., Special Instructions: 0.61 6 Date Wanted: / ]!I ` a.m. p.m. Reque Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Val^ o 3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Date: rj $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • 9i'.'w'..{..= ti.+stl sisise "! ^.$ v::i�,'r. §,.ni_,n:s,« ?�,t,.ii._ 'i6�.::v - •'.r' ..,T:,;' ?.�'�; b:. %,;:.. COMMENTS: Type of Inspection: (.0 AA F Address: i Date Called: 1 t /v IcJ /1I/ ?y 74r 7.4.for to & t4►1 0 . - 4re� .o,. ai ( '<•. ,. t Q ( < ' f r ' Gs . i 2,3 t.A.A. ri) ( t 1iUS. �, 0 ,e 1,1‘44-Al 1 Pc 1) Vy° i L/ O f?. c,r,I,, t t.7 v 1 I i R. �. l.Yc. / Project: 5 154,C Type of Inspection: (.0 AA F Address: i Date Called: 1 t /v Special Instructions: • Date Wanted: t I i r a.m. p.m• Requester: 3 OA., f S rJ - Phone No: UWM5 . „•-- .. — �„�. - . t .n . • ew,. -z r 'srs�a- ir;' • .- . ry - ? .-- • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1,00, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Receipt No.: Date: El Corrections required prior to approval. Inspector: Date: (0!1 163 fi $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. PERMIT NO. COMMENTS: 1 1117/°.5 k. - ? 11,6..1 S !4is0( ( / L1$,K`a('n A 4j 1 f a 1 Q A 1 ('(ct' -- c Li, 8 -h) !! C"' 6 ) lMG cr +1". A1/4.(-4 1J 1� �A CA .PsSSr v .. t,4,•t S is) r (¢rt us ti • ? . Q . Q ( -:• . 1l / Y f /)3 6 k. To 5-x( I ,C. o 11-u►►1, �_i - -e =I F, z _- i) P.a At e cl v , -4, t - 1 /fs� 64 a U4 cr . . , ; . l.) (� . 1) D Q(4.:r Q (CZAKC::4,, Ot • r i ..Q4 r i l I. t4.14 . - Ili \ 6. , Phone `1 7(4 11.4 Project: Type of Inspection: +1 Address: Date Called: II/ 3 Date Wanted: 1 0. t ' ( a.m. p.m. Special Instructions: Requester: ilAik f • Sw Phone `1 7(4 11.4 6 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 a Approved per applicable codes. Corrections required prior to approval. Inspector: GU Date: 1/17/(3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: . _ ( Address: - Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: ((/1 )?j l A. a,/t ' s. 0 /1 ,)...i. i.l.A.,.£)._ (SM tg i tiu. 0,...K .,�.� ,. i . it—at ;..1 fr '. t. 1, P,“ kicit:A iv-Qt.-I Co WLA A.,....i -1).....4" (AAA...A. / f V l ti Project: - - ra.A. V1/4,..-€4 Type of Inspection: . _ ( Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 1.V) FLIA Approved per applicable codes. 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 El Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: S f) ?/ . ° 3 i...x(. . 5k- r c A 1.-e...1 i- r� 772 t 77 c;F 6/- 12 4 iVi)/'�.4 /).f bu o itiAJ ... , cc 7+ 'R 7. z 5 l c it,9 6_6 LC n `� 7 L l" n t Z.k / hip/ • i ' a.m. p.m. Requester: _ Phone No: Project: STP tK.(:; Type of Inspection: S f) Address: Date Called: 7/V i Special Instructions: Date Wanted: 1 / i ' a.m. p.m. Requester: _ Phone No: 50 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 El Approved per applicable codes. Corrections required prior to approval. Inspector: r) Date: 77/ 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Wa }H�� u. . t•l,u,. i'..':tF.�: i • COMMENTS: Type of Inspection: i) `gP 1/U) Si (, 2.1h - ((/ (at ? Pt/C- Address: 6/1 ' q°.dtiC," f GP, 22q G8 2.3 w1/(oR LF Iz /fP (4 A ....) 5€1 re, ?r'' ,-,34,,. tz., Special Instructions: 5`4 L f 41' Up If FA4\. , c 6N-2-17 "7 , e d I cil 36 4 Col' wti, ,c! L F cr/ i 1' `'rt b Y n TA.t-■ x l R. <4 (- r( ? J i 4 cc. ,/> C t i; / i' ,V(.. (.. :r'LAv ib? Z i, e 6.':. l.4-- a_. `t Sf L- j ' 110 1 ? << ,fit/ ( ., I , z., . / /L, ? 23 ! 1,\ l re, mil. Phone No: r r ` Plc- 1r.✓,i 6:4 ed s cg J /1/) S� . Project: - 5T F u-e.. Type of Inspection: i) Address: Date Called: Special Instructions: Date Wanted: I 1 d I a.m. p.m. Requester: (- / �7 j ' 110 _ .,2 Phone No: 5 . 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 ❑ Approved per applicable codes. Inspector: Date: 5;x:2 tf.-) El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Corrections required prior to approval. r COMMENTS: Type of Inspection: Address: Date Called: M/3 / / (V 3 /v.5 AI e II 1,04,&i 14_cux,, S 6" 1 / � 3/C) a.m. p.m. Requester: / / // / � �� P hone No: P I t�k c,Lt co- 64- cfr rim . 2 1 L 4 S C c _ 6 ,14 _ 0 ,IA„ .4 % . fr I - u , a' /3d- - 1 7i Project: Type of Inspection: Address: Date Called: M/3 / / Special Instructions: 81 •_ g zi(l fi,La.4....-, ' 7 OO ' T J � oaf 3 I So cc Ph i Date Wanted: 1 / � 3/C) a.m. p.m. Requester: / / // / � �� P hone No: P Li Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. El Corrections required prior to approval. Inspector: 6' Date: / $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: F Address: Date Called: (f !/ /S- /J rU3 /1 V6)) ,;Iu s4 Tv- Date Wanted: ) r/l s e I' ,u.) .) &1 W e.t^ - flv f( c-c 4_ / Phone No: / s% 4 i /(4/...e., 2ND _ dt ,�� W 64 tAk C cA4, -( 711-c w / 6 -, Proje q :..h, t' Type of Inspection: F Address: Date Called: (f !/ /S- /J rU3 Special Instructions: Date Wanted: ) (/6/03 a.m. p.m. Requester / ' Phone No: Ei Approved per applicable codes. va3 —� 7 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 El Corrections required prior to approval. fl-ft Inspector: 1v Date: 1// $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ;,x yo 4 ti INSPECTION RECORD Retain a copy with permit Doi -d3 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 401,1- A dress: Special Instructions: Type of Inspection: Date Called: ti 510) Date Wanted: t t � a.m. p.m. Requesteyl �r�- I(L�J49. $ LJ y Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: no., r• Inspector: Date: il/Vo3 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ct:( Typ -of Inspect A cerh/c/5„ei Addre 0 .4 I D / 7 5 C led: 1 .2 D Special Instructions: 0 vit . I ! (4 2-° y rats , E- fa(.� i i CO ��L1�r ` 6 ° Date Wanted: )O 30103 p.m. Requester: _ . J Q 2 1 Phone No: I ^ 1X. S ;;?R INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 � T (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 0y‘ ) t`t . f e Date: _..10 — So 47.00 REINSPECTIO FEE REQUIRE o. Prior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: s6 .s,e} ProjecTi v.! TY Dspz V c i dS h o " ex henjZ D to filled: ) /au 03 Special Instructions: / ions: e ( 6 ...:41,44.1,7 Co /� c1,tia Date Wanted: / (a.in�, v � / / ' 2I3 Pm Requester: Are Not _,1 „ L90 - 0. 5. c INSPECTION RECORD Retain a copy with permit 00 ? INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - El Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: f r -h rChn T u t-4-c, S () in S( 4 e . 'A_)c) OW-P vh Date: 10 3 l�� El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 670 Receipt No.: Date: 1 . a:::+: kmacsusY' t '.'.f.��t87«:�t;�atiiAtlia}L''' Pro'eJ : 1( . ' i'iai TYpe Inspection • = L (...' ��I. ' Address: 1 (. 0 o , 1 Jl1 6,4 Date C•Iled: .)1, 1 0 f �7/.6 Special Instructions: Q 2 o'/�s� 91A ClYn U I . a-f D to Wanted: �a.m: O //? /6. p Request r: Phone No . - 200 -- Vs70- ce5lg 13 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER (206)431 - 3,670 ❑ Corrections required prior to approval. COMMENTS: bin Inspector: Leo *JA Date:. /, � O El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: , 7 -4 . N- P-6 Type of Inspection: C taL4 — Address: 0 1 --- 1 - . i)e,vii. ( i i Dat Called: ) C)1-7 Special Instructions: OL/2A GZA 1 (),11 - D (1444 C0 /404 . ate Wanted: i 0 i 49/D3 a.m. rif:rri: Requester: Phone NO: 2-0Lp - L cc) - L., 5 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 PE • (206)431-3670 Corrections required prior to approval. COMMENTS: e 21,S11/1c.t t LI 1 -- -otAsu , ovi - ss -Ldrc (_) - °IA s'Ae Tr) r A) r C Inspector . • Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at t 300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proj t:``// /• co", ly�,p,�e of I�ns;tio a • d qss: Date Called: Special Instructions: �� ed� �� .4 Date Wa" ted: a 5— — a 3 , p.m P. Re uest rn: /115 Phone No: 77 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 e applicable codes. p° - `::93 Corrections required prior to approval. COMMENTS: �Vr • (-- \ a ( ) • Dar y � J 47.00 REINSPECTIO FEE REQUIRED: Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite, 100. Call to schedule reinspection. Fksiceipt No.: Date: COMMENTS: CO Y1 c,N) 1+CA kn't S t"\y 40 \r _57 S Date C4lled: - - R e6r c l pspoc,--teof sci co .-+ , bo rovv-io r t 1 , 5 Date Wanted: 9 - 6.) -3 4.... p.m. Requester ■M_ S a /f • ' , Project 5/4/Zr/Ce Type of Inspection: 6 , Cre lq,ta Address: Date C4lled: Special Instructions: AM / A L 'I Date Wanted: 9 - 6.) -3 4.... p.m. Requester ■M_ S a /f Pho'ne No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. (206)431-3670 Corrections required prior to approval. Inspector: < .4 Date:9_ l $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be " --1 paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • • ' • Project: Typp of Inspection: �: Address: L (1 O v H- . D'C..! ✓' (��j Date Called: i7. 7 & /( f,t)Ott € 51) I rill Special Instructions: /\ %� (i ''C Date Wanted: j � a.m. Requester .� Ph a No: o 2 U \) U %`- J ' .w C' . I' L I (3 i i I INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF. TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. JJ Corrections required prior to approval. COMMENTS: �SvY1 `` c rfi� CC) v% ( A Rr AvC CCM(' fir hS c tA/4 Inspector": 0, Date: w0)--C/ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Ty�..of Iny ection: r-b 4)17 1 4_14 KP.,;IA... Address: J 0 0 E -( . fl .t,,), I.) Specia Instructions: (<014:14 1 /5 1iC ' .- �. • �-- • .-`. ki sT) pI -PvrA t., \ n om of.t) or ∎ )0 r' 4 \4° l S i010 "\ 0 Of ir - -0.1 , •\-e,0 r +; k)9 v 4 S , w (,tact, s 1 n) (M ► r',� (�E�^ 1-' 50 i 0 r � 706r C)1,J 1 rice -P In r ( ln r G 1, t�1 - ._ d ,,� , ,,,n- i ' 4�C V ‘i`PC c ik kr 4 v\c t A- P r Project: • ')-11-4.9A t, i. ), Ty�..of Iny ection: r-b 4)17 1 4_14 KP.,;IA... Address: J 0 0 E -( . fl .t,,), Date Called: , 7..,..7s- !J Specia Instructions: (<014:14 1 /5 1iC ' .- �. • �-- D to Wanted: 7 a-m. p.m. Requester: )rte i... -_- Phone No: .. / / _ vV `C ' b 5 L) r l..' S; INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Corrections required prior to approval. (206)431 -3670 Inspecto Date: _ 0 3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Project: 51 t t't Type of Inspection: T t Pc UCC1 t 1 S Aoldrp.pi - 1 . 0 COO V 1.‘itPV* Date Called: 1 •02.) Special Instructions: • Date Wanted: ci Requester: Phone No: • • • 1 c) INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 13:/ 93 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1° At- -I(' r■-e Ao r S r Wok k1s oT \);1(.i■v\c Date: 6 _077 D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z ii— Z 00 U) COLU W CD Li_ w 0 2 cn — 0 Z 1.— 1— 0 Z 1— LLI Lu O to O — O 1— I- W w I 0 1— — IL 0 C.) 0 '4;i1:17;,),■6v;;;,y COMMENTS: MAti -6uk 'V, tt of,ippection: S ,,tt Addres : '�r) 'j . f� . (( Date Called: . ( 9- 2.`] Special Instructions: • q/24 U4 i= (u iJ I ZId f4' l:lt t4 I SI Z Tj &. 510(.- -w1dr NOT . A1 ( 001: - • N 66.0 (0 PVC 500- 3 /- .5 40/ Project: � fi // 11 p, i MAti -6uk 'V, tt of,ippection: S ,,tt Addres : '�r) 'j . f� . (( Date Called: . ( 9- 2.`] Special Instructions: • Date Wanted: 111 a.m. 1' i 'i p.m. Requester: ,, tn � " t (1,1_/ . Phone No: ', . ( I ZS 76(e, _ Li L*, c CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Inspector: 6 Date: ri INSPECTION NO. • Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ProT: _ • - Ta./i Q Typ of Inspection: C iCc cex-eApi A WO "Sp) III-i - Date ailed: f . ' Special Insauctions: Oat Wanted: / _, a.m. .<" E a/C CO/a/44K pIDINCe 2 ' 0 -e uester: \ ph 6( co, casc)e INSPECTION NO. NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit f)(07 og3 (206)431-3670 El Corrections required prior to approval. COMMENTS: R0.1 130S r414- - 41/-1 S'(?-ela / i/v50,67(0-7 erA.) S r ,Pe) per-24 47.00 REINSPECTION E REQUIRED. Priqt to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. all to schedule reinspection. Receipt No.: Date: 9- - r, Date: COMMENTS: &'c i T 5 J C95 %-/, L 0 1- 7 ,..„ . U -174 44-. Ceie"" ,,..-17 ''10 ''Q"..— 0 - 4 - e---6 9 .f " A e.e A - � ?"--- Z 9 A' e-- ,J" / 7 -.or 3 1.- ..:-....re Special Instructions: ItallinaMi - 1, _..... t ii- ei e 1 1'�y Requester: . fi rr C-17 ^il( ¢",€P!/2 f;2-v"-) l r > h4 di .'-7. 27 7 ,c d eli' 6 c -1_46 _5(jie . .e, f/ ,6-ei ,9 -, c,- Project: /1.1 ,/1 )), Type of Inspection: ( . LiJ Add - r�'�C�C -: / � .J fj v ate Calle : "" Special Instructions: t S Wanted: a.m. --7 X p.m. G/' Requester: . Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. Inspector: /93-o73 (206)431 -3670 Corrections required prior to approval. Date: El $47.00 REINSPECTION? E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: ". () &9ri/ ar)-145-2///..efrv-is d--"/, e'. LS 7 gk 'OP, /A45 re ,.,. .,. - ... . ,.- . .. ,)-- • _ . .. k . \ 1 S /C/03 . „ p.m. Requester: ProjeProject: . TYpti of 4i3t(id :10' hf u pi vv61 I I. Address : 1 wo\ gO 0 - 0 1 4 9 / 11 1 4 Date Called: Q-/ ) / / 1° 7/1" Special Inptructions: y - VUelaji//4 NOO P 191"--A . 1 1/ 4 e 0 yrso i _ bi Kr+ Date Wanted: S /C/03 1 p.m. Requester: Phone INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9$-188 (206)4 1-36 El Approved per applicable codes. sp. tor: Corrections required prior to approval. Date: ) // W REINSPETIQI FEE REQUIRE Prior to inspection, fee must be —; paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: . li' . 3 A IA +-0-41 EPf.f..)- a).--fn . (44 /4 - \ /32-4 1 SS 44- !OZ. Ce6 4 PS T, 67 ; 5 ou AA 0 ' Gl iu - ),e , 1 n 17_0-apt P c �� ,1.ia.., t , S SW 107 - /oil ca 3 , M> 7 r t (7 lc c it A. ;..n4 t J .i.' ..ri :• 11:.1A -:2 - Y:..4:.?.. v �0-..., ' N ��' far ) i1 c..)‹ (t! E. < / € »/ L. () 4 Ok. - J `' of - �d r- cae�.0, s 5t /() 5 -- /c S "-, 7 ►- .) I + r 1l c.Y' t< /c-,--,244.A.11',,,) c f P 11124 . .. 4r• .A— t�'..-Q..�s, s S t • : h ' , 32,. // / l� ` �/ +�i' / `? 4 ) el .i..t22 e:11 , f Proj t: Type of Inspection: Atg: t� _ P ( Date Called: 1 2.1°3 �� Special Instructions: 1 Date Wanted: i .1/03 a.m. p.m. Requester: 1 _ _ l S tAi.7. Phone No: I 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 ri Approved per applicable codes. El Corrections required prior to approval. Inspector: -V Date: / I (- El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: Type of Inspection: Address: /pate C lied: c . . — /2-e_ ( c....C.,,,.. I )— (i Special Instructions: Vate Wanted: r Requester: Phone No: '2 C) (-0 65 2_ roved, per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 PERM (206)431-3670 Corrections required prior to approval. COMMENTS: p_p L-•*-"Nel 1 Receipt No.: Date: 1 —c7 El 4'.O0 RE1NSPECTION FEE REQUIRED.)'rior to inspection, fee must be 9d at 6300 Southcenter Blvd., Suite 190. Call to schedule reinspection. Date: COMMENTS: Type of In, pection: ..22,-..,-v /7(i. - ki ' \ ' P- 60 AA ___11S O( Add es t - A c_iL7, , 8377 , i.-\- A E V C 0 NA L; - 4 C? 1/14( Special Instructions: i , ,.,.4- ,-;---) -. e-,_ - C-f ..... e:- le .' v :/,_ ..-e., 00 Alp, ? our . Q 0 0 (4 Co try. v 4 P -> 0 Li kr C r (6c I r I vNs .9 PC r /1 • 1 , 7900r s 4 ) V > P Cif 01A1 rv 3 ‘ \ 1 UU i\k Teov‘ -S 'A C 0 It ft"( 'A t me.44. A 4 r s rA . 1-In 5rec G s T p A t ( -., ._. ■ 0...P\ Project: , (---. Type of In, pection: ..22,-..,-v /7(i. Add es t - A c_iL7, , Date cHe4 _ _ Special Instructions: i , ,.,.4- ,-;---) -. e-,_ - C-f ..... e:- le .' v :/,_ ..-e., 00 Alp, ? our Date Wanted: 7'gf0 3- Ca .m. Requester: Phone Nlo: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 LI Approved per applicable codes. INSPECTION RECORD Retain a copy with permit . . : 3 Ns. '(2•6)431 El Corrections required prior to approval. Inspector: Date: — 7- 3O—cfs El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro ect: 1 (1, 0 tat'} �+`e SpOr-\ Type of Ins p a on: f C Address: (.99)00 - or In-I Date Called: �`��`� 3 --.. Special Instructions: Date Wanted: a.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 t'3— 05'3 PERMIT (206)431 -3670 Br APproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: 1:5,19 _ ctiv ( bL Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: S6 Date Called: 55 1 ) Address: Special Instructions: Date Wanted: ' a.m. P.m. Requester: I 6 i .4. i 50 ,a./.. -te- ..., Z ) 5 I?) 0 Li 1. q i P (ft it) 7 fift: 12) 57" i e ii .1 1/1.7 i Ak I ; III C fn.:4 (;f •C ii) - 7 i9 / Project: --- 1 - 1k - P-ri 11-'6 Type of Inspection: S6 Date Called: 55 1 ) Address: Special Instructions: Date Wanted: ' a.m. P.m. Requester: I 6 i .4. i 50 ,a./.. Phone No: e I INSPECTION NO. • • ** Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 003 -cc-6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 El Corrections required prior to approval. Inspector: Date: r , 6/ Li $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: . l iksitA4a - .10 41.4.".144e; Prcett: Type of Inspection , ter Address: - _p `2 ( ^/ l j a_ (, Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 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 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 403 e : /6 "A) Magi k --� 7,..m., A wi Inspector: Oki Date: — 7( —) 61 1 7 47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Wta COMMENTS: v i/ 2 c 0 C cikrf i i ' s & r. t' w 1,, IS c- (v7, 42 fc- -D ( .4,u. t Ae ( ) cz cg -6- (c/ 4 f ks-e-tt (6" Afs ik CA i - i 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 Project: g1CVL Utk Special Instructions: Type of Inspection: 1 / 1-5 /0 3 Date Called: Date Wanted: tt 1 a.m. p.m. Requester: ( � , Phone No: D Approved per applicable codes. Corrections required prior to approval. Inspector: G■ Date: —7 / El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: (' _ Type of Inspection: m Ad ip Date Called: Special Instructions: !!! Date Wanted: 7/2, . 1`) y '~ ,iji4 R i " it:- / ic 1 c,;, I . '.A A.:I .� `, •3 � Phone No: • 1 l,-'1. ,...7 j f < c"-; kli m..- " t:;; y 4: " 'itikj ti ,/ �.,� 2 Project: (' _ Type of Inspection: m Ad ip Date Called: Special Instructions: !!! Date Wanted: I t � / a.m. p.m. Requester: / ic 1 • Phone No: • ( INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: / -5/ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: - . 7y d3 gysa - ; / Se-, C6 P 5V/ IA40 3 1. y f " iii 2, (cd jd7 / (hr Jc / ' I, l mil/, /. - t,/ i * A/K" ov t.....2:01! - ... i •,C 141 - d Phone No: Project: (� t -_ fj 1 Y Type of Inspection: - . Address: Date Called: 7 /v3 Special Instructions: Date Wanted: // // a.m. p.m• Requester; 4'4` / / ' i // " Phone No: %711G9� 'n� rL, ,r iwi „rj.,�• i'e `:'1 ' J 3 `r` `n.'r ": tL '�, t< jµ ^ . �f�ict�'.^- Wn� NiX.: �r+ �hwt�iv;(.. n? .k.�$+:,%r.�.'.:iL'Y�L'Cli•4:t yN�:� ;�� Do ° oc(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 Approved per applicable codes. EI Corrections required prior to approval. Inspector: Date: 1 ri S47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Address : 0? FAY de- Date Called: 7/2.,y/b) Special Instructions: Date Wanted: i t (1 a.m. p.m. Requested; v i i / 7/? -//3 ,o p Phone No: ` ?" 5 0 ‘ J i 4 4 4 y v, ." S 4 // /) 7- 5 1- ( , d C. t.r►%a-c cwt . . 4,.1 5504 - ir 1h2 Project: Type of Inspection: Address : 0? FAY de- Date Called: 7/2.,y/b) Special Instructions: Date Wanted: i t (1 a.m. p.m. Requested; v i i / _ Phone No: 0c); 09.E 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 Approved per applicable codes. El Corrections required prior to approval. Inspector: e-DV Date: 7 Dj ( El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: R.adrssc:t�t:: COMMENTS: Type of Inspection: 5 1 i 714; ser 5 5� If #1v) cJ�1,Efj e f I ,(1c kaki '7C/ 7 tee, /. 6c) 7E' (14A r 6 , iutt G / , , /r�144pr.T`i v� s ( f /,t" A./ 44 (,W A „v rit /y c h Is( iv� 15L.- lai, h i> 2 /kLG 0 U A ()& ec (vn1,t1i -h'&l C? ,cryu ‘/17& 61 S 9 /c 5` cil(.. Project: 5T/I/1�"/ Type of Inspection: 5 1 i Address: (� tv,� 1) w Date Called: 17 / 7/ Special Instructions: - Date Wanted: a.m. -7P ii 3 p.m. Requester: / L 41 1 1 5Cd 1 Uf JT. Phone No: L12 710 I /9 6 / 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 Approved per applicable codes. Corrections required prior to approval. Inspector: r \-) Date: -616-7 E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be . paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: /COMMENTS: Type of Inspection: 5.0 Address: _ aJ r ,( �, � J L/A4 Date Called: r� ' I Z--` 712 -0 c6 iUy 4 / L/ (:1 T� 1 Phone No. tia (A/ 1 Ariell, Ai-ea) CL .i 732 `c., ' ( d g AY ° /i) /r-) �' . Project: Type of Inspection: 5.0 Address: _ aJ r ,( �, � J L/A4 Date Called: r� ' I Z--` Special Instructions: i Date Wanted: 7 2 Ve. ) 3 a.m. p.m. Requester: y it Phone No. ,1 „�,it'..':i. /.�J.'a.lt'it � .�:a..l i.'..aiT.l. -.i�• %:. G4:N 5,9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Do -v93 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. O Corrections required prior to approval. Inspector: CJV Date: 7/2- 14. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Address: 6 K00 i'- d.e.,,v7 tt.7 Date Called: - 4/Z- z //C> 2 1 Special Instructions: Date Wanted: 1 jf 2- 5� 3 7725/''': ;mot:. e.--1/4 r--,.„ 1) . ',..t j ( Ir -1 /or 4 C c:4A. n 2 . a ( Y ' i+ // I 1 e' r'r�.../ 2 I 7 g /'r. ` So D / Project: Type of Inspection: Address: 6 K00 i'- d.e.,,v7 tt.7 Date Called: - 4/Z- z //C> 2 1 Special Instructions: Date Wanted: 1 jf 2- 5� 3 a.m. P.m. Requester: Phone No: -0 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 Approved per applicable codes. E Corrections required prior to approval. Inspector: C v Date: 1/(4/0 LI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: J 7/(1/x 3 -)( c�� 4 s s m it tA y r &? 1.-i ay 1 (" . e_a..", . ll`i ? i r � Gax , lz &r1) 8 12X C4 -kt,'G c.,n(.e.A-. 7) 021/L- J / Ald / 17 v S5 k # #",' -• /2-*ILI,„ " ft/( 4-,t.. . S > I I/ i• / kit, p /cc S.' 14 6/ # V 5n (LA. 6A,,d-- 65 RI - it y 1 Uu/ /iU l tk 4,0 & d 5'�r) i 5("-I f'' aaa cot 5r r (d, - 4 /we` tNei., `ePA1QQr Projec , J Type of Inspection: Ad ress : co 00 f _D • W Date Called: 7 1171D SpeciS1 Instructions: Date Wanted: a.m. 711i/14 p.m. Requester: _ 5("-I f'' Phone No: aite 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 Ei Approved per applicable codes. Doi -- d 9 3 El Corrections required prior to approval. Inspector: Date: I( 9d 3 Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 7/rl/o3 �.1 5 C 0,., L.A., • � � '.� , V�-a 4 iQ J / s-L /o. ' .,� �j Ph t, 1 •:: b vto lb / r Y i F�L C S (1 ‘rA..11q j. ) CS { ctrl(( Gt.J , 1 Lz. , iii. (A. c_4 (C1.... 4) c .- c ) p La_ k F & * 4 3 c ... I c ! f kvc- ' 2.9.. rt C/ (A.ef.&.,L, . PgaQ 5/o . i f lr Y t:'� -64 J .f 7c) , > / w ,. / : :s hel. i Sj4+t-�c..•T (A).4.)_. , , e../.:(: k' , ' t . j..i.. 1� .� / t' %2 / 1i l n 7r I i - /' 1 C4 `} L3.,.1 f 4,, ' ) /� t•< / ,, I- V G , 3 5'1'1 /d v 1 Date Wanted: , 1 111 [} 7J. Project: 't Type of Inspection:: Address: w� ./ 1�..�p Date Called 7 (a � 1 v Special Instructions: L ,,, <yre I _' Lk, 1' e tc.. ,, s..,, '� r „,;1 i j ) �., < . -... ._ ;,: Date Wanted: , 1 111 [} 7J. a.m. p.m. Requester. Re Phone No: . ,. Y . _ _.':5!,:., — .._.._ -- liilT A V"C INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Do 3 - 1' PERMIT NO. Corrections required prior to approval. Inspector: Date: /i ?/.33 Ei $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: fat 5, li 4) 4y Jh,' N .f..l..sa� z H -' Z � W ¢¢ 5 JO 00 NO J � u_ W u- j W W Z I— 0 W ~ U � t0 oF- ill HF. 111 Z U= 0 z COMMENTS: -- -. , — .;1 --%---' (-3 ti..\ •\4'--\;M Type of Inspecti r� i 7/7 fr) c.)6rk. -( AA i iA..f- ,J. 4,(1 \\ - z ` 04-5., --' , a 4 4 +,.[..,,L. Q -L= -6-e I (24 _c_f-.a -+� V � , isi •. z a.m. p.m. 7 iabe 1;44A,) .y47A 14.,e .- /ci A.v pc g.o . O 6-•r .0 . i -. f /",,, A /L.:Qc../..- 5 5 t1t A- 1.4., f v4i • 1 /% k,//4 . N . Project: •- • Type of Inspecti r� Address: Date Called: Special Instructions: --' Date Wanteill\ V � , isi •. z a.m. p.m. Requester: .- Phone No: i -. C INSPECTION RECORD Retain a copy, .with_ permit INSPECTION NO. CITY Of TUKWILA BUILDING DIVISION 6300- Southcent'r BtVc1 #1 QO, TukWila, WAJ 98188k . - :,(2Q,6) 31 -3670 0 Approved per applicable codes. 12 d PERMIT NO, El Corrections required prior to approval. Inspector: Date: i El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. p 7 f tt jc) co - ILL— r"rt. )%. / TKO' L PK scE -ri ‘fL r-c.-‹,... s% 11 (_.......t..c. 4 t 1 I .. 0 ( A i\A F>1 S l (. _Sa h ■1(Z -U ( (� , ( ` Q � J \'l• no S project, Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. El Approved per applicable codes. ti D INSPECTION RECORD Retain a copy with permit • to3 `O PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: Date: � o � � 4 .00 /REINSPEC FEE REQUIRED. Prior to inspection, ee must be paid at 6300 Sou ;renter Blvd., Suite 100. Call to schedule reinspection. Receipt No). Date: : J... „! ,.ywi,+�'�;a i5,.,w 1,Y,!Y"1:. ^ Mr... F... l ,. ' ^ < +'.'¢h r.r ».. :: ...v *NOTE: LEVEL TRENCHES - WHERE SHOWN ON PLAN (NO SWALES) *1' -0 "(MIN. DRAINAGE AGGREGATE FRENCH DRAIN =III- ICI _II1_ PP /CPP. PIPE & TYPE AS -1 NOTED ON PLANS) = i I CM Of NOWA APPROVED 2" MIN. ! OCT 15 NO3 4" MAX. AS W t tU PLACE PIPE 0 Q OF TRENCH *1 '-0"04119 ) *3" MIN = Y2" TOPSOIL - II COVER (TYP) I I I I I I -- -- 1 l I- 12 "MIN. 1 8"MAX. f �~ LMIN. 2"MIN. 4MX "'� RFORATED PIPE FRENCH DRAIN & SWALE BRUCE DEES& ASSOCIATES Landscape NcM.aa,. • Urban Design Site Pbmtq • Ircnedion Fac1l s Deer m 1. s. 11.11.14 ba, U N41 04.21 ,M S C A L E : 11 = 1 —01 ! Z Y Starfire Soccer Complex Tukwila, WA %- u i . IY I C \! v .. P t.l' DATED /d - o3 11 ; it unde i t = Plan Check approvalE are 5'�� =�« f ' s:njf omissions and approval of 9P 1 it I I► �:.al • rt$ ape °i ki 'cl ize the violation of z n u f ad�pferl e or ordinance. Receipt of con - ! tt_aa:t4d't copy of approved plans acknowledged. fn; BY CL Date W N Permit No. DRAWING NO /SHEET: 1 / C4.1 DRAWING TITLE: Trench Drain Revision (Permit D03 -093) FILE COPY t Fly SEP 3 0 2003 PERIwr caffe. I EXPIRES: 12/03/2004 I Do393 RFl No: 2 DATE 9.26.03 S ep ca uJ 1U:iia JF JUSTUS FISHER STRUCTURAL. ENGINEERS Memorandum To /34Peee d,ces E � ATTENTION PROJECT SUBJECT BY /3yvc,. S ,5 /LE- i A- r ' j i NC. C" / 6 -C- c- 13/Lf.0 c --- Justus Fisher L T/42S. . /�04 8 2' G / S ,t/or /Z aq ✓� t /r e.a. A-6:et A'6 6 4A 134. / c. C. r EAPIRES: COPIES am of 1000 woo O CI 15 2 O o tU 253 752 -5330 p.1 DATE Joe PAGES ( j MAIL R1 FAX I DATED /0/9 y /zY/ 2 -1 1- 7 P r -} � ' OVED PER PUBLIC WO Tel 253.752.6005 2706 North 31st Street Tacoma, WA 98407 -6405 Fax 253.752.5330 w i+S.' ,:,64t» , CAP CORPORATION STOP SADDLE TAP EXTENSION AS REQUIRED 4" COUPLING FINISH GRADE BUILDING FLOOR t ., j4QOOO O QOO ;p 11=1 I I_ 11E1 HE SLOPE 11111111 ,• ' A ., r :••••• ;e! • a SEWER CONNECT41kP scALE = wi 13 EXISTING 4" STUB 0C 1 -1 /4" FORCE MAIN 90' ELBOW EXISTING CONC. WALL I EXPIRES: 12/03/2004 l 03-093 BRUCE," ASSOCIATES Landow,. Ann+t•wb.. • Urban Ddpn SA. Planning • Madlm NUN.* Deno Ln t: M. L r M. tai.. t# M0 ¢9)41 -71A Starflre Soccer Complex Tukwila, WA DRAWING N0 /SHEET: 1 of 1106.1 DRAWING TITLE: Grandstand Sewer Connection (Permit D03 -093) Permit Revision: 1 DATE 09.29.03 r_t��yyJ ryi r�, WI f !.ij�4yE'c� ;F ;.;li?7,�.j.1.;•: i',:y;x5 , ..'�sy;i . r✓ �:?. fi:' x"¢: �": i, Y,.,!';, tn�� `.bu;7�i�`?,•�4',.- n�4iP.`�� 8 x 8 x 6 Tee @ STA 04 +22.04 TOP OF PIPE =1 1,66 AND/ o i (A5 Film) D tl($. x-rtb e.,� n ,) 22.5 BEND FL X MJ V Zvi- NAtc ewe cL,A 22.5 SEND MJ X MJ FG = 16.32 \ 24-.4 2 V56_ ousGA -Luc �-1� CU. FT. ( FT CUBE) Kst S-CR,g it-1G PER STD JETAIL(WS —.2 (TYP.) TOP OF PIPE 12.94 „ G GATE VALVE MJ X MJ APPROX. 9.3 I.F. SIDE SEWER TOP = 10.94 ( G v - 46,6 S-rv. - p;L _ WS - 13) t 4' MIN. FROM WALL DR OBSTRUCTION 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. BLOCKING 1 1vC f- n vt,JG fill iD TrfL W$ -3 (-rte.) � 1f1 .JJ'+u�Jffl. ;pV ftr ;.tit:Vn=t' VERTICAL BLOCKING FOR 11 1/4° - 22 1/2° - 30° BENDS PIPE SIZE V.B. CU. FT. A 0 L (INCHES) (DECREES) (FEET) (INCHES) (FEET) 4 11 1/4 8 2.0 3/4 1.5 22 1/2 11 2.2 2.0 30 17 2.6 11 1 /4 11 2.2 3/4 2.0 22 1/2 25 2.9 30 41 3.5 11 1 /4 16 2.5 3/4 2.0 22 1/2 47 3.6 30 70 4.1 3/4 2.5 10 -12 111/4 32 3.2 3/4 2.0 22 1/2 88 4.5 7/8 3.0 . 30 132 5.1 16 11 1 /4 70 4.1 7/8 3.0 22 1/2 184 5.7 1 1 /8 4.0 30 275 6.5 1 1/4 '• 18 -20 11 1 /4 91 4.5 7/8 3.0 22 1/2 225 6.1 1 1/4 4.0 30 330 6.9 13/8 4.5 24 11 1 /4 128 5.0 1 3.5 22 1/2 320 6.8 1 3/8 4.5 30 480 7.9 15/8 5.5 VERTICAL BLOCKING FOR 45° BENDS 4 45 30 r 7 O r CO N Ni: MNt UnCD co o) 3/4 2.0 6 68 8. 123 12 232 3/4 2.5 16 478 1 1 /8 4.0 20 560 1 1/4 24 • 820 13/8 4.5 ., w , xYf" C J. eor •:r„Y,.!a• i.i;r -y iw. �w� .CY�n`tiD3S•.: ■ 0 CI 2 2 2003 otU GALVANIZED OR ASPHALT COATED STEEL THREADED ROOS AND PIPE CLAMPS A UNDISTURBED EARTH VERTICAL BLOCKING FOR 11 1/4 °, 22 1/2 °, 30 °, 45 °, AND 90° BENDS 45' NOT TO SCALE ■ city of Tukwila BLOCKING (VERTICAL) CONCRETE SHEET: WS -12B REVISION 41: 08.03 APPROVAL: B. SHELTON i GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED FORT DENT SOCCER COMPLEX SOUTH END OF FORT DENT PARK TUKWILA, WASHINGTON prepared for: STARFIRE SPORTS February 15, 2003 by: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301 - REPORT 1 ii MAR 2 7 2003 ,E CIT o Ti KW ILA MAR 2 0003_ PERMIT CENTER FC' Engineering serv - C)3 -D`l3 CITY GE TUKWILA APPROVED JU4U 12 2003 As W,i I EU t ' sl + C e ,i t` i t Yau�b xi tr.Jrihths• h 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941,9499, e -mail: RBergqu510 @aol.com z z re w QQ � J U 00 N 0, Mr. Christopher G. Slott J Starfire Sports PO Box 48299 RECEIVED 72003 uj 0 Burien, Washington 98148 � FEB1 Re: Subsurface Exploration and Engineering Eva CARLSON ARCHITECTS, PS = co Cl/ Proposed Fort Dent Soccer Complex Z i South End of Fort Dent Park — ~ Tukwila, Washington w w BES Project Number: 200301, Report 1 O D. O H w W • U u - O Bergquist Engineering Services is pleased to provide this report of the geotechnical w exploration for the referenced project. The attached report summarizes project and site data, o d escribes the services we performed, presents our findings, and provides recommendations regarding foundations, lateral earth pressures, and earthwork. The appendix of the report presents site maps, boring logs, and explanatory aids. Dear Mr. Slott: 1 !*mpifv 1 0 1 ,04,001i. N,Pylomm., Bergqcst Engineering Services February 15, 2003 Based on our exploration and engineering analysis; the proposed primary soccer building and appurtenant buildings attached to the south and west sides of the building should be supported on a deep foundation system consisting of augercast piles. Eighteen - inch diameter, augercast piles with tip elevations of about 50 feet below the existing site elevation should develop an estimated load carrying capacity of 50 tons. The actual load carrying capacity, however, should be determined by full -scale load tests conducted on the site. The small, lightly loaded building attached to the north side of the primary building may be supported on conventional spread- footings using an allowable bearing capacity of up to 1,000 psf. All footings should be founded in the native, undisturbed soils or properly compacted structural fill or backfill. GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION .:: • it. Starfire Sports BES Project Number: 200301, Report 1 Specific recommendations relative to design and construction of this project are presented in the attached report. The subsurface conditions and recommendations presented should be verified during construction. We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we may be of additional service, please contact us. Copies to: Addressee (5) ii Sincerely, Bergquist Engineering Services Richard A. Bergquist, PE Principal TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. SCOPE OF SERVICES 3 4. SITE CHARACTERIZATION 3 4.1 Site Classification 3 4.2 Surface 4 4.3 Subsurface Soil and Groundwater 4 5. DISCUSSION 5 6. RECOMMENDATIONS 5 6.1 Seismic Considerations 5 6.2 Foundations 6 6.3 Slabs -On -Grade 8 6.4 Earthwork 9 6.4.1 Site Clearing 9 6.4.2 Excavation 10 6.4.3 Materials 10 6.4.4 Placement and Compaction 1 1 6.5 Drainage 1 1 6.6 Groundwater 12 6.7 Construction Observation and Testing 12 7. REPORT LIMITATIONS 13 APPENDIX Vicinity Map Al Site Plan A2 Boring Logs A3 Boring Log Notes Al 3 Unified Soil Classification System Al 6 Schematic of Footing Drain Al 7 Notes A18 GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED FORT DENT SOCCER COMPLEX BUILDING SOUTH END OF FORT DENT PARK TUKWILA, WASHINGTON z re w Prepared for: o STARFIRE SPORTS ° J = I-- By: 2 BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301 - REPORT 1 N = w _ • FEBRUARY 15, 2003 f ., o z I- w w 1. INTRODUCTION o �. w U This report presents the results of our geotechnical exploration for the proposed Fort Dent u. Soccer Complex Building to be constructed near the south end of Fort Dent Park in Tukwila, iii co Washington. The location of the site is shown on the Vicinity Map on page Al in the o Appendix of this report. Bergquist Engineering Services (BES) performed the geotechnical Z exploration to provide information or recommendations regarding: • seismic design considerations including liquefaction potential, • allowable bearing capacity and depth of suitable foundation systems with estimated settlements, • lateral earth pressures and friction coefficients, • influence of groundwater on the development, • site preparation, and • excavation slope considerations. Mr. Christopher G. Slatt authorized our work on January 7, 2003 by signing and returning a copy of BES Proposal Number 24002, dated December 30, 2002. 4 . - .';4 . :tf,' S!r , Y/�".Y , k,'Re �S a ° t� ae l�•? : �:np " fst t*lgS'� as rr�az sxr �au "ib .1u." ea cs x t; Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 2. PROJECT DESCRIPTION Mr. Jim Hanford of Carlson Architects and Mr. D. Allen Tucker of Engineers Northwest, Inc. provided design information presented herein. The project involves design and construction of a steel- framed complex to house indoor play fields (primary building), locker and training facilities (three story building on south side), management offices, and a food court (two story building on west side). The primary building, which encloses the play fields, will be about 210 feet long by 184 feet wide. Exterior walls will have a minimum height of about 36 feet and a maximum height at the gabled ends, of about 66 feet above ground surface. The surface of the playing fields will be at elevation 16 feet and will be constructed over a portland cement, concrete, slab -on- grade. It is assumed that live loads on the playing field slab will not exceed 50 pounds per square foot. A three -story building will be attached on the south side of the primary building. The lowest level of this building will be open at both the east and west ends. The lowest floor will be paved with portland cement concrete at or near an elevation of 16 feet. The middle floor, or main floor level, will be used for locker rooms, restrooms, and offices. The upper floor level will be reserved for future expansion. A two -story building will be attached on the west side of the primary building. The lowest .floor of this building will be at about elevation 26.5 feet and will be used for an entrance lobby, offices, and a food court. The uppermost floor will be reserved for future expansion. A 60 -foot long by 40 -foot wide, single story building will be attached to the eastern portion of the north side of the primary building. The lowest finished floor of this building will be at about elevation 22 feet. Interior column loads will be on the order of 90 kips and exterior column loads will be on the order of 60 kips. If the actual foundation loads are greater than those stated herein, the geotechnical engineer must be notified to determine whether the recommendations presented herein require revision. The playing fields will be below the 100 -year flood level. Therefore, the primary building will be designed to permit flooding of the lowest level with minimal to no damage to the structure. Bergquist Engineering Services Page 2 of 13 }�y tfiZZ . Z.1 . ,Mi( 0 ;gfRrINt?., Mt. ..c+.3r�n >.�.�s �a*;4+h ?Pr row *RU.tWtK�'1 .`M�tny;'Y�'^••rtYrHnY.4'ihT., `7+Y'ua Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 The upper levels of the attached buildings will be designed with their finished levels above the 100 -year flood. Bergquist Engineering Services 3. SCOPE OF SERVICES The scope of services included a reconnaissance of the site by the geotechnical engineer, a review of geologic literature, drilling, logging, and sampling five test borings, installing a groundwater level monitoring well, laboratory testing, engineering analysis, and preparation of this report. During the drilling operation, soil samples were taken at the intervals noted on the individual boring logs, which are presented in the appendix on pages A3 and Al2. All borings, except for Boring Number 3, were backfilled upon completion with the excavated site -soils and bentonite in accordance with state of Washington regulations. A one -inch diameter, 55 -foot long, groundwater observation well was installed in Boring 3 according to state of Washington regulations. The soil samples were returned to our laboratory for analysis, which included visual classification and determination of the natural moisture content of all samples. The field and laboratory data were then evaluated by the geotechnical engineer relative to the proposed construction. The engineering recommendations and advice presented in this report have been made in accordance with generally accepted geotechnical- engineering practices in the area. 4. SITE CHARACTERIZATION The information presented in this section was gathered by BES personnel for geotechnical engineering purposes only. This site characterization was not intended to address the presence or likelihood of contamination on or around the site. Specialized methods and procedures, which were not a part of this scope of services, are required for an adequate environmental site assessment. 4.1 Site Classification According to open file report 92 -7, Preliminary Liquefaction Susceptibility Map of the Renton Quadrangle, Washington by Stephen P. Palmer Geologic, the project site is in Category soils, which have a high susceptibility to liquefaction. Page 3 of 13 yHSi*�Pr It fi� Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 4.2 Surface At the time of our exploration, the surface of the site was covered with grass and weeds. In general, the ground - surface of the building site sloped gently down from the northeast corner to the southwest corner. 4.3 Subsurface Soil and Groundwater The subsurface soil and groundwater conditions at this site are described in the following paragraphs and are presented graphically on the boring logs in the appendix of this report. The stratification lines, indicated on the boring logs, represent the approximate boundaries between soil types. Actual boundaries may be gradual and the transitions may not be easily discernible during site excavation. The area within the proposed building is covered with about *six inches to one -foot of brown very loose to loose, SILT (ML) (topsoil). The topsoil contains fine roots and organic matter. In general, underlying the topsoil, very loose to loose, and medium dense brown to gray, fine SAND (SP) was encountered to a depth of about 18 feet. The "N- values" of this soil layer range from zero blows per foot to 17 blows per foot and average 6 blows per foot. From a depth of about 18 feet and extending to a depth of 65 feet below the surface, dark gray to black, medium dense fine to medium SAND (SP) was encountered. The "N- values" of these soils range from 9 to 35 blows per foot and average 23 blows per foot. Occasional lenses of fine to medium gravel were encountered within this stratum as well as occasional tree wood. Groundwater was encountered in all of the test borings. Groundwater readings, however, were not recorded because mud -rotary drilling methods introduce water and drilling mud into the boring, making it impossible to accurately determine groundwater levels. Accordingly, the groundwater was measured in the observation well that was installed in Boring 3. On January 27, 2003, the groundwater was measured at a depth of two feet below the ground surface by R. Bergquist. On February 6, 2003, the groundwater was measured at a depth of two and one -half feet below the ground surface by C. Slatt. Bergquist Engineering Services Page 4 of 13 :ci« av;..v;t�."::1e�s.. �,• ,, r�. . 4 .fnw'iwwtJ� .•';"ut.1.�67xJniaFSwii'° ;��SS'#!tctPyt xtf nk3,�n�: 3 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 5. DISCUSSION The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface conditions encountered in the test borings adequately represent conditions near and between the exploratory test borings. Because project conditions regarding type and location of structures and foundation loads can change and because subsurface conditions are not always similar to those encountered in the borings, the geotechnical engineer must be contacted for review and possible revision of the recommendations if discrepancies are noticed. 6. RECOMMENDATIONS The following sections present recommendations regarding seismic considerations, foundations, lateral earth pressures, and for earthwork, excavations, drainage, and groundwater. 6.1 Seismic Considerations According to Figure No. 16 -2 of the 1997 edition of the Uniform Building Code (UBC), the project site is in Seismic Zone 3. Based on the subsurface data gathered during our exploration, we estimate that the soils to a depth of 100 feet, have an average SPT "N- value" of 15 to 50 blows per foot and can best be described as a "Stiff Soil Profile." Therefore, according to Table 16 -J of the UBC, the site soil profile is best represented by a Soil Profile Type SD. The near - surface soils are considered susceptible to liquefaction; however, the building will be supported on a deep foundation system that is founded in medium dense to dense SAND and the floor slab will be supported on two to three feet of structural fill. Therefore, the liquefaction potential of the near- surface soils should present minimal risk. Seismically induced settlement of the foundation soils may occur;. however, such settlement will probably be small and affect relatively large areas so that differential settlements over the relatively short foundation distances associated with this project will likely be within tolerable limits. Bergquist Engineering Services Page 5 of 13 3uF itv` Mh?tk�Yri �°G�.'lWrt Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 6.2 Foundations Due to the vertical extent of the weak, compressible soils beneath the site, we recommend that the building loads be transmitted to the underlying, stronger, relatively incompressible SAND (SP), encountered at a depth of about 18 to 20 feet below the surface, by use of a deep foundation system. Deep foundation systems considered for this project included drilled piers, driven piles, and augercast piles. Drilled piers are best suited when weak or compressible, cohesive soils overlie strong, relatively incompressible, cohesive soils. Drilled piers can be designed to develop most of their load carrying capacity from end bearing. These soil conditions do not exist on this site, therefore, drilled piers are not recommended for use for support of the proposed building at this site. Driven piles are best suited when weak, compressible, cohesive, or non - cohesive soils overlie strong, incompressible, non - cohesive soils. Driven piles develop their load carrying capacity from a combination of friction along the side of the pile and from end bearing. Driven piles, such as steel pipe piles driven closed -end are suitable for use at this site. Because augercast piles are used so often in this area, it is likely that they will be more economical than driven piles. Therefore, recommendations for driven piles will be provided if requested. Augercast piles develop their load- carrying capacity from a combination of friction along the side of the pile and from end bearing. They are best suited to cohesionless soils that can be drilled with relatively low down force and torque. These conditions exist at this site, therefore, augercast piles are recommended for use at this site. Augercast piles may be used to support the proposed structure. The allowable load carrying capacity of 1 8-inch diameter, augercast piles with tip elevations of 50 to 55 feet below existing grade, is estimated to be about 50 tons per pile. The actual load carrying capacity should be verified with at least two, full - scale, load tests prior to finalizing design or at least at the beginning of the project. Unless eccentric loads are compensated for by the use of additional structural elements, piles should be installed in groups of three or more for stability and should be spaced no closer than three -pile diameters center to center. The allowable load carrying capacity may be increased by one -third for wind or seismic loads. Bergquist Engineering Services Page 6 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 Lateral loads on the pile from wind and seismic loads will be resisted by the passive resistance of the soil surrounding the single pile or pile group. The upper 18 feet of soils, however, are weak and susceptible to liquefaction and should not be considered in determining the lateral capacity of the pile or pile group. An equivalent fluid pressure of 200 pcf for the passive z resistance may be used for the submerged sands below a depth of 18 feet. The passive g 6 resistance will act over two pile diameters. U o U U Uplift forces will be resisted by the skin friction along the sides of the pile plus the mass of the pile and pile cap. Uplift resistance due to skin friction is estimated to be 25 tons per pile for w o a 50 -foot long, 18 -inch diameter pile with at least 30 feet of embedment into the underlying J medium dense SAND. w = An experienced contractor using continuous - flight, hollow -stem augers, should install Z t— o augercast piles. Concrete grout must be continuously pumped through the auger w w maintaining a minimum grout head of five feet above the auger tip while the auger is v extracted. To minimize the effects of soil disturbance at the bottom of the hole and thus o'— enhance end - bearing capacity of the pile, the auger should be rotated while pumping a few w w - U cubic feet of grout through the tip before auger extraction is begun. LI p u i z U u) Once the auger is extracted, the reinforcing steel should be placed. If the design does not o require full - length reinforcing steel, a single reinforcing bar with an end - centering device, Z should be inserted the full length into each pile to confirm continuity of grout over the entire length of the pile. The reinforcing steel must be inserted by its own weight. The use of mechanical force while inserting the steel must not be permitted. If the reinforcing steel cannot be inserted without force, the pile must be re- drilled and re- grouted until the steel can be inserted without force. The small, lightly loaded, single story building attached to the eastern portion of the north side of the primary building may be supported on conventional spread footing foundations. Conventional wall and individual column footings may be dimensioned using a net allowable bearing capacity of up to 1,000 psf if they are placed in organic -free, undisturbed, gray, loose to medium stiff SILT (ML) encountered below elevation 22 feet. Bergquist Engineering Services Page 7 of 13 ? +rRttiMrnHw,ww :ri; r- ••n;.�E...e..x . r, +.,.�.. , ..... i,. .. Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 The recommended minimum dimension for continuous wall footings is 18 inches and for individual column footings, the recommended minimum dimension is 24 inches. All perimeter footings should be placed at least 18 inches below finished grade for frost protection. The allowable bearing capacities may be increased by one -third for wind and z seismic loads. If the recommendations in this report are followed, total settlement of the foundation will be less than one inch (1 -inch) with differential settlements of less than three- 6 o quarters of an inch ( inch.) co ° J = f'- Lateral earth pressures for design of spread- footing foundations or short retaining walls with w o level backfill and without hydrostatic pressures or surcharge loads, may be calculated using g the equivalent fluid pressures presented below: N a _ 1- w Active: Undisturbed subsoils 40 psf /ft. zi- t- 0 Compacted granular soils 35 psf /ft. w t•- 2 U� Passive: Continuous footings 250 psf /ft. o D Column footings 300 psf /ft. = v - o A coefficient of friction between footings and bearing soils of 0.30 may be used to resist Z co lateral foundation loads. If passive earth pressures are used in conjunction with base friction o i to resist lateral loads, reduce the coefficient of friction to 0.25: Z Footings, stem walls, and retaining walls should be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer should determine the size, quantity, and location of reinforcement. All footing excavations at this site should be inspected by the geotechnical engineer prior to placement of construction forms and reinforcement steel. 6.3 Slabs -on -Grade Slabs -on -grade below the flood level (e.g. the playing field) will be placed on two to nearly three feet of fill. The fill should be clean, free - draining, crushed rock or crushed gravel meeting the gradation presented in Table 6.1 and compacted according to the recommendations provided in Section 6.4.4 of this report. After stripping of the topsoil, a robust, non - woven, filter fabric (MIRAFI 1100N or similar and approved by the geotechnical engineer) should be placed over the entire area according to manufacturers specifications. Bergquist Engineering Services Page 8 of 13 i i Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 The filter fabric will act as a reinforcing layer over the weak, near - surface soils and as a separator between the fine - grained soils and the structural fill. The structural fill should then be placed on the fabric in such a way so as not cause traffic on the fabric. If the fabric is damaged or torn, it should be replaced or repaired according to manufacturer's recommendations. Plastic sheeting should not be used beneath the concrete slabs -on -grade below flood elevation in order to permit vertical drainage of the structural fill. Slabs -on -grade above the flood level (e.g. the small, lightly loaded building on the north side of the primary building) should be supported on a minimum of four inches of compacted granular material that meets gradation and compaction recommendations provided in Sections 6.4.3 and 6.4.4 of this report. Dowels should be evaluated for use at control joints where load transfer capability is required and to minimize abrupt changes in elevation should differential settlements occur. A 6 -mil minimum thickness, plastic sheet, vapor barrier should be included beneath all interior slabs -on- grade. A four -inch thick layer of clean sand may be placed over the plastic sheet to protect it from damage during placement of the concrete. All concrete, especially slabs -on- grade, should be placed at minimum water - cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before placing vinyl or other moisture sensitive surface treatments. Lightly loaded, interior partition walls may be supported on thickened floor slab sections provided that: (1) loads do not exceed 750 pounds per lineal foot, (2) thickened sections are at least 12 inches wide, and (3) section thickness and reinforcement are consistent with structural requirements. 6.4 Earthwork The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: The existing vegetation, topsoil, pavement remnants, underground utility lines, and any other deleterious materials should be removed from the project area prior to construction. After site clearing and stripping, the exposed surfaces should be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. Bergquist Engineering Services iu?t_tiz E;i'a } ir ,Ii4t:urseilfs ii °' tiff ;xiw'= ties Page 9 of 13 i I I I I I i I I I I I Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 6.4.2 Excavation: According to Chapter 296 -155, Part N of the Safety Standards for Construction Work in the State of Washington, the site soils classify as Type C soils. Therefore, side slopes of excavations deeper than four (4) feet should be no steeper than one and one -half (11/2) horizontal to one (1) vertical (1' /2H:1 V). If the dimensions of the site prevent the use of maximum slopes of 1 V, the slopes must be stabilized or shored to facilitate safe excavations. The geotechnical engineer should be contacted for additional recommendations if such techniques are going to be employed. Excavations below approximate elevation 12 feet will probably require temporary dewatering of the site. Sumps with sump pumps may be sufficient in shallow excavations where SILT soils are encountered. Well points may be required to dewater areas where SAND soils are encountered. The piling contractor should be made aware of the possibility that obstructions such as tree limbs or entire tree trunks may be encountered within the underlying alluvial soils. Generally, if obstructions are encountered at very shallow depths they are removed by excavation. Pile are generally relocated at the direction of the structural engineer, if obstructions are encountered at greater depth. 6.4.3 Materials: The on -site fine SAND or SILT soils are generally not suitable for use as structural fill or structural backfill on this site. These soils are moisture sensitive and difficult to compact, therefore, well - graded, free - draining soils free of organics, and oversized particles should be imported for structural fill and structural backfill. Structural fill or backfill soil should conform to the gradation presented in Table 6.1, and be evaluated by the geotechnical engineer prior to use. A sample of the proposed structural fill soil must be delivered to the geotechnical engineer at least 72 hours before the contractor intends to use it. Bergquist Engineering Services Page 10 of 13 lh':.;v�,'. �eS:�:a:c�d'c`c�bic}.'.as3' �.,1ku''•Y;:?.S.:il�': - ;'t: s'S �1, -' i�' "c t g?,i- r...',;.6r':i`.. } t ; : { US Ska' a r. ' "d Siev .. ' } tc ^� ^ ,'.r. ;�'i �'�'� ��;'ii� "ii , ":ai iei•, + :'.:' ;f � :: : #;,_ ;. r'cent assn g9 �k ' 3 -inch 100 3 /4 -inch 50 -100 No. 4 25 -65 No. 10 10 -50 No. 40 0 -20 No. 200 0 -5* Proposed Fort Dent Soccer Complex Building Tukwila, Washington TABLE 6.1 GRADATION REQUIREMENTS FOR FILL AND BACKFILL February 15, 2003 BES Project Number 200301 -Report 1 *Note: The percent passing the No. 200 sieve is based on the weight of the material passing the 3/4 -inch sieve. 6.4.4 Placement and Compaction: All structural fill and structural backfill materials should be placed in relatively horizontal loose lifts not exceeding 10 inches in thickness and compacted to at least 95 percent of the modified Proctor (ASTM D1557) maximum density at moisture contents within two (2) percent of optimum. The specified compacted density and moisture content of each lift must be verified by test, prior to placement of subsequent lifts. 6.5 Drainage Good drainage is considered critical to the performance of earth - supported structures such as foundations, slabs -on- grade, and pavements. Therefore, construction grades and final site grades should be designed to prevent water from ponding in areas on or adjacent to foundations, slabs -on- grade, pavements, and retaining walls. Infiltration of water into foundation and utility excavations should be prevented during construction and throughout the life of the project. For buildings supported on conventional spread footings, a perimeter drain - system consisting of perforated, rigid, PVC pipe surrounded by washed gravel is recommended. The washed gravel should be separated from the surrounding soil by a nonwoven filter fabric similar to MIRAFI 140N. The collected water should be tight -lined away from the building to a suitable discharge system. Roof and surface drains should be provided but they should not be connected to the perimeter -drain system. A sketch of a footing drain system is presented in the Appendix of this report. Bergquist Engineering Services Page 11 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 - Report 1 During construction, adequate erosion control measures should be installed and maintained to prevent migration of soil from the site. These measures may include the installation of silt fences and /or hay bales at appropriate locations to collect sediments. The erosion control measures must be maintained until the site has been sufficiently stabilized with adequate surface vegetation to prevent erosion. 6.6 Groundwater Groundwater was encountered at an elevation of about 12 feet (about two feet below the current field surface). The groundwater level may fluctuate due to seasonal variations or other influences. Therefore, the contractor should be prepared to dewater the excavations should groundwater be encountered. 6.7 Construction Observation and Testing The recommendations presented in this report rely on adequate observation and testing of construction materials and procedures by the geotechnical engineer or his qualified representative. At a minimum, the testing program should include: • Observation and review by the geotechnical engineer during site excavation. • Periodic observation of erosion control measures during the construction process. • Full -time inspection by the geotechnical engineer during placement of the test piles, during testing of the piles, and during installation of the production piles. • Observation by the geotechnical engineer of placement of the perimeter drains system to ensure proper installation. • Observation and testing of placement and compaction of all fill and backfill materials to evaluate compliance with specifications. • Field inspection and laboratory testing of materials and field inspection of methods as required by the appropriate Uniform Building Code. Typically, this includes inspection of placement of reinforcing steel; inspection and BergquistEngineering Services Page 12 of 13 Proposed Fort Dent Soccer Complex Building February 15, 2003 Tukwila, Washington BES Project Number 200301 -Report 1 testing of portland cement concrete to evaluate compliance with specifications regarding slump, temperature, air content, and strength; and inspection of structural steel. 7. REPORT LIMITATIONS The recommendations presented in this report are for the exclusive use by Starfire Sports for the proposed primary building and appurtenant buildings attached thereto as described in this report. The recommendations are based on the site surface and subsurface information gathered by Bergquist Engineering Services, on design details for the project provided by Carlson Architects and Engineers Northwest. If there are any revisions to the plans or if deviations from the subsurface conditions noted in this report are encountered during construction, BES should be notified immediately to determine whether changes to the foundation recommendations are required. After the plans and specifications are more complete, the geotechnical engineer should be provided the opportunity to review them to check that these engineering recommendations have been interpreted properly. Bergquist Engineering Services 00o iw+cd j i"v +w•�itAitgc�i S •.wxt%fn.#i Oa. Page 13 of 13 "TJ m z v >i< • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • . .:! v,\., - . . z a ',. ...,. L 'Ad•.: • M a intrifir, i -...s,..: , 1111EZ kW 'e r ' PARK 7 1 11 kr 411T-Zre .r. 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BLVD IIII j ON 1E A Rill I L ■14.4F1114-1411•LIIIIII . i • • STRANDER BLVD sg MR IN - a s ST . i . 16411i Si ,IS) I . • 0 NTON I O. 0 IK17101 • Tii V) SU1 TI3 PIAIA I DR TION cp - - 26 COMM RENTON 25 = or *RR, • ril • 1...1 27 S 1677H ST t v, et ° 68 ST • . - 1rx 64111 16 IN S I 5 4400 5100 .8 5 ,@, 172ND ST • • * :: , yETLANDS z --I M X7 C ORPORA > A 33R1 ST , ..( DR N 1 5 172ND PL ST _ - COILD0RA MI A DR S I III BLV0 ' • r ntel • gl PARMY k' SW 38Tit 175TH sr s T6TH Ile ST r" I. i'7 ST PLAZA ,il 181 e RENTON 41 . um A Amt • .4-.... .P - 1 ' VICINITY MAP Project Name: Proposed Fort Dent Soccer Complex - Bergquist Engineering Services For: Starfire Sports BES Project Number: 200301-1 Location: Tukwila, Washington ate: Februa r •--n— Al 11'4', 4... •....;•.,4.••• ,„ , •, „ SITE PLAN p roject Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washington Date: February 15, 2003 Bergquist Engineering Services For: Starfire Sports BES Project Number: 200301-1 A2 i twag g ar 4 a k • t^s • - • Dep et ) Sampl N umb er and T Ype . N- Volue' (Bl ows y : F oo .. :., Moisture Content ) ' D escn lion• and US CS. P r . ' C�Ossificahon _ 1SS 9 24.6 - Darli bLown Sgndy_SAT (M1) jfopggi)) — Brown, loose, SILT (ML) — 5 5_ 2SS 7 33.1 — Gray, loose SILT (ML) — 10 _10_ 3SS 9 42.3 15 _15 _ 4SS 6 30.4 Gray, loose, fine SAND (SP) — 20 _20_ _ 5SS 8 35.5 Gray, loose SILT (ML) _ 25 25 _ 6SS 11 33.9 _ 30 30 7SS 21 26.7 — Dark gray, medium dense, fine SAND (SP) — 35 35 _ 8SS 26 24.1 _ Continued on Next Page 40_ 40_ Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 1 A3 Drilling Rig: Track - mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevatio �:4x:.neA'i r ftr'S'sN tii +t+k4 +5'�f�'iL1 .!' '' ;..--- `tiiipik,-:'• •'y ::: --,•/. Sample.: ...,:,.,,,,.,,,, - and :: riurn ., NIN.919, ' • • '::, ,- .t ; :'.' ;,:: • - .."., - i • Moisture ,,;:. " •:':'.... : .--' • .: '. ,- • • . ". ); :..;.,.: ti_a on US CS ......;A. . -T...3:: aa ssubco hon „ 40_ _ 45 _ - _ - . 50 _ _ _ _ _ 60 - 65 - - _ _ 70 _ _ _ _ 75 - - - • 24 31 30 25 23 27 23 17 22.8 14.5 21.4 \ 28.6 29.3 30.2 32.5 32.8 Dark gray, medium dense, medium SAND (SP) . . Dark gray, medium dense, fine SAND (SP) _40_ - - 45 - - - - 50 - - - 55 - - 60 - - _65 - - 70 - - 75 - - - 9SS 10SS 11SS 125S 13SS 14SS 1555 16SS - - 80_ END OF BORING _ 80_ _ Bertaquist Engineering Services Log of Boring . 1 Continued A4 . A% ' 4&43M '04 Depth, (fe et) Sample u d mber t a nd . Type . N Value (Blows ^, : Moisture Content (%) Description and °'OScs Clas - Polk brown.5g ic1 J0T (MU ItOJ34i1) - Brown, very loose SILT (ML) - 1SS WR 51.5 Qg br Q, v- ery_l9Qne at LMl).(Ig4i1) 5 5 _ 2SS 2 34.8 _ - WR 43.0 - 3SS 10 10 _ 4SS 2 37.3 Brown, very loose to loose, fine SAND (SP) 15 15 _ 5SS 5 34.4 - 20 20 _ 6SS 14 23.2 - - Dark gray, medium dense, coarse SAND (SP) - 25 25 - 7SS 14 43. occasional woody debris (1 ' diameter) - 30 - - 30 - - - 8SS 26 14.5 Dark gray, medium dense, coarse SAND (SP), with medium grovel - 35 35 - 9SS 26 22.7 Dark gray, medium dense, medium SAND (SP) - = 40 Continued on Next Page _40 Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 2 Drilling Rig: Track- mounted CME 850 Boring: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 14' A5 ^iO;AhtsZ4• atAt • D epfli; ( am sr;rP. : N umber and Type. ;;: (Blows/ Foot). Moisturej C . ...•. '(9 ) Description U SCS P.. ... :.. t asi C�s i. . . `' _ 40_ Dark gray, medium dense, medium SAND (SP) - 10SS 25 17.9 _40 trace grovel - _45_ _45 _ 11SS 21 25.4 Dark gray, dense, fine to medium SAND (SP) _ _ • _50_ - 12SS 19 -- dace woody debris at 46' - Dark gray, medium dense, fine to medium SAND (SP) _55_ 55 13SS 28 28.3 _60_ _60_ - 14SS 23 33.2 Dark gray, medium dense, fine SAND (SP) _ 65 65 Dark gray, medium dense, fine to medium SAND (SP) - _ 15SS 25 28.9 _ END OF BORING _70 _70 75_ _75_ 80 80 Bergquist Engineering Services Log of Boring 2 Continued • A6 try .L4 Y•• ..r, Pth I • ••;.ST. 1` 1 . . � - ';. ,,.: r...1• ....., fi. �•'Yi� J S6ni le i ., ... - ��..,. >, H %;NuMb�i`:;• ', , +; and = -TYPe � N =vril a1..•l :.t.. .. Blows �' ��" .`,•: •�. ./ -,, ..,; ;'; • . t ��> ` %. 'Foote . . �:(' .i~ �oi = .1✓ . s .. . Ji`f i'.:.:,.,z•.,..;.��,•',... <..: „S• X1 o tent :� to , �). • F..•. •. ; ; .-. ti�. .. .. ':f.` �' �`� _,s . :.� 1:; .,... ✓ sue.. f : : � escn� fiain > k .i ?l;?!i.,n. � il .P �a., .1..,. .;��t::. . .. ,i.,' :J•L t L S �', a',:.;i C ; � ;�, °; las s if c a }t o n� . :;` .::. : ` .. ... ' .. .. .. '.. .. _ _ Dark brown SILT LM(j_agpsoill - Jan. 27, 2003 Brown, loose, SILT (ML) Feb. 06, 2003 _ 1SS 5 - 24.3 - 5_ 2SS 6 44.7 _5_ - - 4 30.8 Gray, loose SILT (ML) - 3SS _10_ _ 4SS 7 33.8 _10_ - _15_ 9 29.2 _15_ 5SS _ Gray, loose, fine SAND (SP) _ 20_ 6SS 22 20.9 _20_ _ Gray, loose SILT (ML) _ 25_ 7SS 22 21.9 25 30_ 15 40.2 30 8SS Dark gray, medium dense, fine SAND (SP) 35 9SS 26 13.1 35 Continued on Next Page _ `40_ i i • Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 13, 2003 Bergquist Engineering Services Log of Boring 3 A7 Drilling Rig: Track- mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 14' ::a,s;:rs.:::,iw , i.L.:i'✓:w::,;wc:a• ;: at:.u.:.:�.tu:s.,✓,l:.6r. 5snws a n�,e^ nr xr :rKa mired t. ,�;,: ,.:.... ..; • ... , ;,..;...:;� 1, .:' • . a e :• u�be and T "'•?� Value oWs . . . .. �• , `:. M to Conte .. nt >: _ D�scri fion �an'd USCS P G�asstficafiam 40_ 17.8 40 lOSS 21 _ Dark gray, medium dense, medium SAND (SP) _45_ 11SS 25 25.9 45 _50 27 31.8 _50_ 12SS _ Dark gray, medium dense, fine to medium SAND (SP) 155_ 1355 30 28.5 _55_ _60 28 32.1 _60 14SS Dark gray, fine SAND (SP) 65 15SS 17 37.2 65 _ END OF BORING _ _70 _70_ _75_ _75_ 80 80 Bergquist Engineering Services Log of Boring 3 Continued A8 �1 . `RUN,yy +yd7yi,4R'.[S k1g1D jet"' turtr ry +l,79Mb9410A5V01 4'A�1. 1M*'k�F } f1AF7�`4151 De' th ' ;�. ( '.. am le : WO! and :Type Yal6 (Blows / M oisture e • 5 ; 1 , - f Co tent (96�: Descnption Classification.` - Perk de r. .5QRdy 5A T (Mll Itosv u - 155 5 30.5 - _ 5 _ 2SS 6 31.3 32.9 - 3SS 7 _ Brown, very loose to loose, fine SAND (SP) _10_ _ - 4SS 10 33.3 _10_ _15_ 3 28.5 15 555 Dark brown, medium dense, fine SAND (SP) 20 6SS 11 26.4 20 25_ 27 23.9 25 7SS 30 28 24.1 30 8SS _ Dark gray to black, medium dense, medium SAND (SP) _ - (line to medium grave/ at 34 feet) _ _35_ 9S5 30 14.3 35 = - 40_ Continued on Next Page _40 Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 9, 2003 Bergqulst Engineering Services Log of Boring 4 A9 Drilling Rig: Track- mounted CME 850 Boring Size: 6N /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE A Ground Surface Elevation: 14' 6 , e - ::,t,; , : , .:::'•.:4.:, .siiiiiiire:. :- 1....sj,:e4v: +.1/4' N um b er . i ' ''' Citiii.. T ype :h,u,valiwi: ":i :: ''../M ,'.. 4- Z, 0 %: ' :' ' ;. /.. t ows/ '-......:.,:' ' -!,',.'.' :.'''''; .. M ois t u re :i,. , '"i ,:.. ..., ' ., .. .' ';' ';;;:; ''...;;',;:.':.; ,‘-'..! ■:' ,_' 1' ; . -i: .• •-• ;. .,, esc.npeoe an U3V:;..11, '. . ,.. ,. C lassification ' ',- .: • ....:, . 1 - 40 _45_ - - _50_ _ _ _55_ 60 _ - 65 22 21 35 25 24 . 22 25.3 28.8 29.7 28.2 36.8 31.5 _ Dark gray, dense, medium SAND (SP) - 40 - _45_ - _ Dark gray, medium dense, medium SAND (SP) . • . _50_ . Dark gray, dense, medium SAND (SP) _55_ . _ - 60 Dark gray, medium dense, fine SAND (SP) _ 65 lOSS 11SS 12SS 13SS 14SS 15SS _ 70 - - 75 _ - - - _ 80 _ - END OF BORING _ 70 - - _75_ - _ _80_ • Bergquist Engineering Services • Log of Boring 4 Continued A10 Depth , : -..::: , S iikple •':..' " ii.. ..;. .. ......: , ...,P,TP,Pri :,'.'4:iiif.'.Ni ..,::'. N , , , 7 ' , ...„ , ',.1 f:''..1,1,4!9r,:11;'.. FOC.IV _::•:: 01571.111k. 1 Con tent - ), - :r.1:7:, '• .",:, ' .. D e s crip ti o n ii i: '.;:,,-,,'.,: - . ,.''' :,; . .," , : -rf-7-...r.77: - 7 : -,,, . „ , .'•:- ... 1 . :s.;-:. :...:,..,:.,.. -.', ..,:clossiftaiiii:iii.:-:' . •;:,:' : '''' :‘':'\•...:':.,•:....: ... _ _ - 5 _ _ _ - _ 10 _ _ _ _ 15 _ - _2Q _ - - 25 - _ 30 _ _ 35 _ - 5 5 8 17 10 12 9 28 25 • 32.5 46.9 33.7 22.4 27.1 23.2 29.8 21.7 11.3 . po ko.rtris §glid_y_sil-T_ NM P Brown, loose, SILT (ML) Brown, loose, fine SAND (SP) . Brown, slightly mottled reddish brown, loose, fine SAND (SP) Gray, loose, fine SAND (SP) . • Dark gray, medium dense, medium to coarse SAND (SP) - Dark gray, loose, medium to coarse SAND (SP) Dark gray, medium dense, medium coarse SAND (SP) Dark gray, medium dense, fine to medium gravel (GP) _ _ _ _5_ _ _ _ _ -14)- - - _ 15 _ _ - _20_ _ 25 _ 30 _ _ 35 _ 1SS 255 3SS 4SS 5SS 6S5 7SS 855 9SS 40_ Continued on Next Page _40_ Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 9, 2003 Bergquist Engineering Services Log of Boring 5 Drilling Rig: Track-mounted CME 850 Boring Size: 6"/Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE Approximate Ground Surface Elevation: 15' •-:.:;,;,4• , ;• P e s- -' '-':' i an iiiii 14 ..ii,jii . ;:in.:IP 47; .. : , :. :: , ,s,;!-;:-.:::? . :.:, , :. , - . iii* .; ..,.., 01(00; .,,,,,,•:',' ;:`;'•':'=..•-.......:: • 4sOititiOn - :.: !.; .: ' crass iitiCiii'. .... .... - Dark gray, dense, medium SAND (SP) - _ 40 _ lOSS 31 21.2 40 - _ . - 45 _ _ 11SS 24 15.1 45 - _ - Dark gray, medium dense, medium SAND (SP) - _ 50 _ _ 12SS 21 22.2 . _50_ _ . 13SS 34 31.2 Dark gray, dense, medium SAND (SP) _55_ . - _ 60 _ _ 1455 29 25.9 60 _ _ . - Dark gray, medium dense, fine SAND (SP) - 65 15SS 17 34.5 65 _ END OF BORING _ 70 _ _ _7 0_ _ 75 _ _ _75_ - 80 _80_ Bergquist Engineering Services Log of Boring 5 Continued Al2 BORING LOG NOTES These notes and boring Togs are intended for use with this geotechnical report for the purposes and project described therein. The boring logs depict BES's interpretation of subsurface conditions at the location of the boring on the date noted. Subsurface conditions may vary, and groundwater levels may change because of seasonal or numerous other factors. Accordingly, the boring logs should not be made a part of construction plans or be used to define construction conditions. The approximate locations of the borings are shown on the Site Plan. The borings were located in the field by Steve Beck and Richard Bergquist by estimating distances from existing site features. "Boring Size/Type" refers the diameter and type of auger used. "HSA" denotes hollow -stem auger. "SSA" denotes solid -stem auger. "BA" denotes bucket auger. "Sample Type" refers to the sampling method and equipment used during exploration where: • "AU" indicates a bulk sample taken from the ground surface or from the auger flights. • "SS" indicates split -spoon sampler with 1 -3/8" inside diameter and 2" outside diameter. • "DM" indicates Dames and Moore split -spoon sampler with 2 -1/2" inside diameter and 3 -1/3" outside diameter. "N -Value (Blows /Foot)" refers to the number of blows from a 140 -pound hammer falling 30 inches required to advance a standard sampler one -foot or a specified distance. Refusal is 50 blows for less than six inches or 25 blows without advancing the sampler. • "WR" indicates tht the sampler was advanced 18 inches by the weight of the rods without any blows of the hammer. "Moisture Content" refers to the moisture content of the soil expressed in percent by weight as determined in the laboratory. "Description and Classification" refer to the materials encountered in the boring. The descriptions and classifications are generally based on visual examination in the field and laboratory. Where noted, laboratory tests were performed to determine the soil classification. The terms and symbols used in the boring Togs are in general accordance with the Unified Soil Classification System. Laboratory tests are performed in general accordance with applicable procedures described by the American Society for Testing and Materials. A13 1wz tom: 71` Ned r■ pV4 , ;*S'�?t nr, VAra!Iirr i S+ d?wh:.? sYK�v�tawa�xrnrarta:E•. BORING LOG NOTES continued "Qp" Estimated unconfined compressive strength as determined with a pocket penetrometer. '" Indicates location of groundwater an the date noted. Term Very Soft Soft Medium Stiff Stiff Very Stiff Hard Solid PVC Pipe Slotted PVC Pipe Bentonite Chips Sand TERMS for RELATIVE DENSITY of NON - COHESIVE SOIL Term Standard Penetration Resistance "N" Very Loose 4 or less Loose 5 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense Over 50 blows /foot TERMS for RELATIVE CONSISTENCY of COHESIVE SOIL Unconfined Compressive Strength 0 to 0.25 tons /square -foot (tsf) 0.25 to 0.50 tsf 0.50 to 1.00 tsf 1.00 to 2.00 tsf 2.00 to 4.00 tsf Over 4.00 tsf A14 d DEFINITION of MATERIAL by DIAMETER of PARTICLE Boulder 8- inches+ Cobble 3 to 8 inches Gravel 3 inches to 5mm Coarse Sand 5mm to 0.6mm Medium Sand 0.6mm to 0.2mm Fine Sand 0.2mm to 0.074mm Silt 0.074mm to 0.005mm Clay Tess than 0.005mm BORING LOG NOTES continued Al5 i44-44: 46.ii if UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) COARSE GRAINED SOILS (Less than 50% fines. Fines are soils passing the # 200 sieve.) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS GW Well- graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GRAVELS More than half of coarse fraction is larger than No. 4 sieve. GP Poorly graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GM Silty GRAVELS, GRAVEL- SAND -SILT mixtures, more than 12% fines. GC Clayey GRAVELS, GRAVEL- SAND -SILT mixtures, more than 12% fines. SW Well- graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SANDS More than half of coarse fraction is smaller than No. 4 sieve. SP Poorly graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SM Silty SANDS, SAND -SILT mixtures, more than 12% fines. SC Clayey SANDS, SAND -CLAY mixtures, more than 12% fines Note: Coarse- grained soils receive dual symbols if they contain between 5 and 12 percent fines. FINE - GRAINED SOILS (More than 50% fines. Fines are materials passing the # 200 sieve) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS ML Inorganic SILTS, very fine SANDS, ROCK FLOUR, Silty or Clayey SANDS SILTS and CLAYS ' Liquid limit less than 50 CL Inorganic CLAYS of low to medium plasticity, Gravelly CLAYS, Sandy CLAYS, Silty CLAYS, Lean CLAYS OL Organic SILTS, or organic Silty CLAYS of low plasticity MH Inorganic SILTS, Micaceous or Diatomaceous fine SANDS or SILTS, Elastic SILTS SILTS and CLAYS Liquid limit greater than 50 CH Inorganic CLAYS of high plasticity, fat CLAYS OH Organic CLAYS of medium to high plasticity PT PEAT, MUCK, and other highly organic soils Highly organic soils Note: Fine - grained soils receive dual symbols if their limits plot left of the "A" Line and have a plasticity index (PI) of 4 to 7 percent. UNIFIED SOIL CLASSIFICATION SYSTEM Bergquist Engineering Services A16 g} 5,' peS, h, ,"•kb.L'A�t�;Y%S?SrhIQgN7}ilA '?Jis F!i4Cg ": u55x3�Y ll�4 "+!�k�f;: ^,'YS "f!W.q�P„F(i �b.'917�P +3. "K'1it7Mr410tA 11*Ac.'r,ox Exterior Grade. Sloped Away from Building Tightline Roof Drain Nonwoven, Needle Punched or Spunbound, Filter Fabric (MIRAFI 140N or Equal) Minimum 6" thick wrap of washed gravel Rigid, 4" Diameter, Perforated PVC Pipe (Perforations Facing Down) I Footing I Interior Floor SCHEMATIC OF FOOTING DRAIN Project Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washington Date: February 15, 2003 Bergquist Engineering Services For: Starfire Sports BES Project Number: 200301 -1 A17 NOTES A18 (a : ^.;tru1R" 'v . ; aukt1W*,t'tiF'4�.C,':i�8..... z W rt 6 U 00 co o. LU J CO a. WO lL Q N a = z �. � z 1-- Lu 0 O N D 1- W W H� — O Z W O~ z GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED GRANDSTAND RENOVATION SOUTHEAST SIDE OF FORT DENT PARK TUKWILA, WASHINGTON prepared for: STARFIRE SPORTS by: BERGQUIST ENGINEERING SERVICES BES PROJECT NUMBER: 200301-REPORT 2 February 19, 2003 CAT( Of TUVitli APPROYEO JUN 12 2E3 i ,•)1a) ryrK* RECEIVED CITY OF MAR 2 1 2 003 PERMIT CENTER 11111gS Er111:1 services r ()3 0q3 !FiAlpfeloff Movy!,,,m Bergquist Engineering Services 27207 8th Avenue S PO. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, e -mail: RBergqu510 @aol.com Mr. Christopher G. Slatt Starfire Sports PO Box 48599 Burien, Washington 98148 Dear Mr. Slott: February 19, 2003 Re: Subsurface Exploration and Engineering Evaluation Proposed Grandstand Renovation Southeast Side of Fort Dent Park Tukwila, Washington BES Project Number: 200301, Report 2 i Bergquist Engineering Services is pleased to provide this report of the geotechnical exploration for the referenced project. The attached report summarizes project and site data, describes the services we performed, presents our findings, and provides recommendations regarding foundations, lateral earth pressures, and earthwork. The appendix presents site maps, boring logs, explanatory aids, and computer printouts of the slope stability analyses. RECEIVED MAR 0 7 2003 CARLSON ARCHITECTS, PS Based on our exploration and engineering analysis; the proposed press box building and restroom /storage building may be supported on conventional spread footings, the grandstand roof should be supported on drilled pier foundations, and the retaining wall for the grandstand berm may be supported by soil nails with a shotcrete facing. Specific recommendations relative to design and construction of each element are presented in the attached report. The subsurface conditions and recommendations presented should be verified during construction. Any additional recommendations, such as those for the segmented retaining wall to be constructed at the south end of the park, will be provided when design details are formulated. GEOTECHNICAL ENGINEERING AND CONSTRUCTION INSPECTION 17.15 " N,C4 Y?3A55}a 1*Ar roam "F.- kit+.. 61 7 *tFS1 �•� W:A Mr, 47K4�K 44...v p5ic*. Starfire Sports Copies to: Addressee (5) ii BES Project Number 200301, Report 2 We appreciate the opportunity to be of service to you. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Bergquist Engineering Services Richard A. Bergquist, P.E. TABLE OF CONTENTS 1. INTRODUCTION 1 2. PROJECT DESCRIPTION 2 3. SCOPE OF SERVICES .. 2 4. SITE CHARACTERIZATION 3 4.1 Site Classification 3 4.2 Surface 3 4.3 Subsurface Soil and Groundwater 3 5. DISCUSSION 5 6. RECOMMENDATIONS 5 6.1 Seismic Considerations 5 6.2 Foundations 6 6.2.1 Press Box Building and Restroom /Storage Building 6 6.2.2 Grandstand 7 6.3 Slabs -On -Grade 8 6.4 Earthwork 8 6.4.1 Site Clearing 8 6.4.2 Excavation 8 6.4.3 Materials 9 6.4.4 Placement and Compaction 9 6.5 Drainage 10 6.6 Groundwater 10 6.7 Retaining Wall 10 6.8 Construction Observation and Testing 12 7. REPORT LIMITATIONS 13 APPENDIX Vicinity Map Al Site Plan A2 Boring Logs B6 and B7 A3 Site Plan A5 Boring Log B8 A6 ∎h`r : 4d:,4,4. 'tiiZA:ir4Ltkkl.'4�i:s+. !4t¢+W...$11 t �'XRi'di�N_d7 TABLE OF CONTENTS (Continued) Boring Log Notes A7 Unified Soil Classification System A9 z Schematic of Footing Drain Al 0 = w Computer Printouts of Slope Stability Analyses Al 1 6 � . J Notes A36 c) O mo o, -i • _ • LL, w O u_¢ I 1 w Z = 1- O Z 1- w n o. O 5 O I- 2 U H � U. O 111 z. H • 2 O 1- z GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION PROPOSED GRANDSTAND RENOVATION SOUTHEAST SIDE OF FORT DENT PARK zI TUKWILA, WASHINGTON �- w � Prepared for: N o STARFIRE SPORTS w tu By: 2 �. BERGQUIST ENGINEERING SERVICES a co BES PROJECT NUMBER: 200301 - REPORT 2 = d � z � FEBRUARY 19, 2003 z o U ° O — 1. INTRODUCTION w W This report presents the results of our geotechnical exploration for the proposed grandstand O z renovations at the southeast side of Fort Dent Park in Tukwila, Washington. The location of v i the site is shown on the Vicinity Map on page Al in the Appendix of this report. Bergquist z ~ Engineering Services (BES) performed the geotechnical exploration to provide information or recommendations regarding: • retaining wall design parameters, • seismic design considerations including liquefaction potential, • allowable bearing capacity and depth of suitable foundation systems with estimated settlements, • lateral earth pressures and friction coefficients, • influence of groundwater on the development, • site preparation, and • excavation slope considerations. This work was added by Mr. Steve Beck after we received authorization by Mr. Christopher G. Slott for the investigation for the primary building. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 2. PROJECT DESCRIPTION Mr. Christopher Slott of Starfire Sports, Mr. Jim Hanford of Carlson Architects, and Mr. D. Allen Tucker of Engineers Northwest, Inc. provided design information presented herein. The project involves building vertical, concrete walls along the west, north, and east sides of the existing berm for the grandstands overlooking soccer Field 1. A steel -frame will support a metal roof to be constructed over the seating area of the existing grandstand. A small, one - story, press box building will be constructed on the top of the berm. An 80 -foot by 35 -foot, one -story, slab -on -grade building will be constructed on the west side of the new retaining wall. This building will house restrooms and storage space and will have a finished floor elevation of about 16 feet. The locations of the proposed retraining wall, press box, and restroom /storage building are shown on the Sit Plan drawing on page A2 in the appendix of this report. According to Mr. Steve Beck, a segmented retaining wall will be constructed along the existing berm at the southeast end of the grass field as shown on the Site Plan on page A5 in the appendix of this report. Information regarding the proposed location, length, and height of the wall has not yet been provided. Bergquist Engineering Services 3. SCOPE OF SERVICES The scope of services included a reconnaissance of the site by the geotechnical engineer, a review of geologic literature, drilling, logging, and sampling three test borings (B6, B7, and B8), laboratory testing, engineering analysis, and preparation of this report. Soil samples were taken at the intervals noted on the individual boring Togs, which are presented in the appendix of this report on pages A3, A4, and A6. All borings were backfilled upon completion, with the excavated site -soils and bentonite in accordance with state of Washington regulations. The soil samples were returned to our laboratory for analysis, which included visual classification and determination of the natural moisture content of all samples. The field and laboratory data were then evaluated by the geotechnical engineer relative to the proposed construction and existing slopes. The engineering recommendations and advice presented in Page 2 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 this report have been made in accordance with generally accepted geotechnical- engineering practices in the area. 4. SITE CHARACTERIZATION The information presented in this section was gathered by BES personnel for geotechnical engineering purposes only. This site characterization was not intended to address the presence or likelihood of contamination on or around the site. Specialized methods and procedures, which were not a part of this scope of services, are required for an adequate environmental site assessment. 4.1 Site Classification According to open file report 92 -7, Preliminary Liquefaction Susceptibi /ity Map of the Renton Quadrang /e, Washington by Stephen P. Palmer Geologic, the project site is in Category I soils, which have a high susceptibility to liquefaction. The soils within the existing grandstand berm, however, are fill and are not susceptible to liquefaction. Moreover, the soils beneath the berm have been consolidated over time due to the weight of the fill and are, therefore, considered not susceptible to liquefaction. 4.2 Surface At the time of our exploration, the ground surface of the earth slopes and top of the grandstand berm was covered with grass and weeds. The grandstand berm is constructed of compacted fine SAND with west -, north -, and east - facing, earth slopes of about 2H:1 V. The top of the berm is about 25 feet wide with an eight -foot wide, portland cement, concrete walkway running behind the seating area. The seating area faces south towards Field #1 and slopes down at about 2.5H:1V to a five -foot tall vertical wall. The ground surface around the grandstand berm is at about elevation 16.5 to the north and 15.5 to the south. 4.3 Subsurface Soil and Groundwater The subsurface soil and groundwater conditions at this site are described in the following paragraphs and are presented graphically on the boring logs in the appendix of this report. The stratification lines, indicated on the boring logs, represent the approximate boundaries between soil types. Actual boundaries may be gradual and the transitions may not be easily discernible during site excavation. Bergquist Engineering Services Page 3 of 13 10/ ' 4v i - ttM tos 4 i:" Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 The grandstand berm is covered with about one and one -half feet of brown, loose SILT (ML) topsoil (fill). Underlying the topsoil, brown, loose to medium dense, fine SAND (SP) (fill) extending to a depth of about nine to 11 feet. The "N- value" of this soil ranged from 10 to 17 blows per foot at a natural moisture content of 20.5 to 21.3 percent. Underlying the brown, fine SAND, gray to dark gray, medium dense, fine SAND (SP) (fill). The "N- value" of these soils ranges from 12 to 25 blows per foot at natural moisture contents ranging from 17.3 to 28.3 percent. Underlying the fill, native, gray- brown, stiff, Clayey SILT (ML) with "N- values" of 7 to 8 blows per foot at natural moisture contents ranging from 36.0 to 46.5 percent. The subsurface soils beneath the proposed segmented retaining wall are consistent with the soils encountered in Boring 1 through 5 at the primary building site and reported in BES Project Number 200301, Report 1. The surface is covered with a one -foot thick layer of dark brown, very loose, Sandy SILT (ML) topsoil. Underlying the topsoil, brown becoming brown mottled reddish - brown, very loose SILT (ML) was encountered to a depth of about 13 feet. The "N- value" of this soil ranged from the weight of the rods and hammer to 2 blows per foot at natural moisture contents ranging from 36.6 to 44.1 percent. From a depth of about 13 feet and extending to a depth of about 22 feet, gray, very loose to loose, fine SAND (SP) was encountered with "N- values" of weight of the rods and hammer to 8 blows per foot and moisture contents of 33.6 to 35.4 percent. Dark gray, medium dense, medium - grained SAND (SP) with an "N- value" of 15 blows per foot and a moisture content of 25.5 percent was encountered at a depth of 22 and extended to a depth of 27 feet. Extending from a depth of 27 feet to the termination depth of the boring at 30 feet, dark gray, medium dense (N -value of 30 bpf), medium to coarse SAND (SP) was encountered. Groundwater was not encountered in the borings through the grandstand berm. Groundwater readings were not recorded in the boring drilled for the segmented retaining wall because the mud -rotary drilling methods used at this site introduces water and drilling mud into the boring making it impossible to accurately determine groundwater levels. Accordingly, the groundwater was measured in the observation well that was installed in Boring 3, which was reported in BES report number 200301, Report 1, dated February 15, 2003. On January 27, 2003, R. Bergquist measured the groundwater at a depth of two feet Bergquist Engineering Services Page 4 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 below the ground surface. On February 6, 2003, the groundwater was measured at a depth of two and one -half feet below the ground surface at a depth of two feet below the ground surface by C. Slatt. i1- � IX 2 5. DISCUSSION 6 O 0 0 . The recommendations presented in this report are based on our understanding of the project as presented in the Project Description Section and on the assumption that the subsurface w o conditions encountered in the test borings adequately represent conditions near and between g the exploratory test borings. Because project conditions regarding type and location of w a structures and foundation Toads can change and because subsurface conditions are not = w always similar to those encountered in the test pits, the geotechnical engineer must be ? 1- contacted for review and possible revision of the recommendations if discrepancies are w o noticed. • o U O N • I— w • W 6. RECOMMENDATIONS LL o LLI Z u The following sections present recommendations regarding seismic considerations, P foundations, lateral earth pressures, and for earthwork, excavations, drainage, and z groundwater. 6.1 Seismic Considerations According to Figure No. 16 -2 of the 1997 edition of the Uniform Building Code (UBC), the project site is in Seismic Zone 3. Based on the subsurface data gathered during our exploration at this project we estimate that the soils to a depth of 100 feet have an average SPT "N- value" of 15 to 50 blows per foot and can best be described as a "Stiff Soil Profile." Therefore, according to Table 16 -J of the UBC, the site soil profile is best represented by a Soil Profile Type SD. Bergquist Engineering Services Page 5 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 6.2 Foundations The following sections present recommendations regarding shallow foundations for the press box and restroom /storage buildings and for the deep foundation system for the grandstand roof. w r4 2 6.2.1 Press Box Building and Restroom /Storage Building The press box building, which will o o be on top of the grandstand berm, and the restroom /storage building, which will be on the w LLI west side of the grandstand berm may be supported on conventional spread footing N foundations. Spread footing foundations (continuous wall and individual column) may be w o dimensioned using a net allowable bearing capacity of up to 1,000 psf if they are placed in g the undisturbed, medium dense, brown to reddish brown, fine SAND (SP) on top of the berm co d = or in the gray - brown, stiff, Clayey SILT (ML) on the north side of the grandstand. I _ w z � • o The recommended minimum dimension for continuous wall footings is 18 inches and for w individual column footings, the recommended minimum dimension is 24 inches. All v perimeter footings should be placed at least 18 inches below finished grade for frost o protection. The allowable bearing capacities may be increased by one -third for wind and Ill ▪ v seismic loads. If the recommendations in this report are followed, total settlement of the o foundation will be less than one inch (1 inch) with differential settlements of less than three- o quarters of an inch ( inch.) 1 Lateral earth pressures for design of foundations, basement walls, or short retaining walls with level backfill and without hydrostatic pressures or surcharge loads, may be calculated using the equivalent fluid pressures presented below: Bergquist Engineering Services Active: Undisturbed subsoils 40 psf /ft. Compacted granular soils 35 psf /ft. Passive: Continuous footings 250 psf /ft. Column footings 300 psf /ft. An allowable coefficient of friction between footings and bearing soils of 0.30 may be used to resist lateral foundation loads. If passive earth pressures are used in conjunction with base friction to resist lateral loads, reduce the ultimate coefficient of friction to 0.25. Page 6 of 13 z Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 Footings, stem walls, and retaining walls should be reinforced to reduce the potential for distress caused by differential foundation movements. A qualified engineer should determine the size, quantity, and location of reinforcement. The geotechnical engineer should inspect all footing excavations at this site prior to placement of construction forms and reinforcement steel. 6.2.2 Grandstand Roof The grandstand roof will be supported by a row of steel columns along the north end of the roof and by a parallel row of columns, some distance to the south. Actual gravity and wind loads on the foundations were not provided at the time this report was prepared. To isolate the roof foundations from the proposed retaining wall, the roof loads will need to be transmitted to the underlying soils below the elevation of the bottom of the retaining wall. Therefore, foundations that achieve most of their load carrying capacity by end bearing should be used instead of those that rely on skin friction. Similarly, to isolate the roof foundation from the retaining wall, the uplift loads should be resisted by the mass of the foundation instead of skin friction along the sides of the foundation. Driven or drilled piles are, therefore, not recommended for use as support of the proposed roof. Drilled piers may be designed to develop most of their gravity load carrying capacity from end bearing uplift resistance from their total mass. The soil conditions within and beneath the berm appear to be suitable for the use of straight -shaft, drilled piers. The diameter of the bearing surface may be dimensioned using an allowable bearing capacity of up to 3,000 psf if founded in the native, undisturbed, gray, medium - dense, fine SAND (SP) encountered at a depth of about 20 feet or elevation 13.5 feet. Alternatively, the drilled piers may be founded in the gray- brown, stiff, Clayey SILT (ML) soils encountered at a depth of about 23 feet below the top of the berm or at about elevation 10.5 feet. The diameter of the drilled pier, and therefore the total volume of concrete and total mass of the pier, should be adjusted to develop sufficient mass to resist the uplift loads. Lateral loads on the pile from wind and seismic loads will be resisted by the passive resistance of the soil surrounding the drilled pier. An equivalent fluid pressure of 350 pcf for the passive resistance may be used for the sands in the berm. The north line of drilled pier should be Bergquist Engineering Services ;�j'�.t�S>. � i..i '•�' :' `i 4 :5�` a, i+_. _ .__ +. ..',s�?4. ,r'gi,�?Yriay+,,cc?w'M�r `'ty Page 7 of 13 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 restrained from deflecting towards the proposed retaining wall by the use of grade beams connected to the south line of drilled piers. 6.3 Slabs -on -Grade Slabs -on -grade should be supported on a minimum four -inch thick, free - draining sand or gravel base that follows gradation and compaction recommendations provided in Table 6.1 of this report. All concrete, especially slabs -on- grade, should be placed at minimum water - cement ratios on moistened surfaces and properly cured to minimize shrinkage, cracking, warping, and curling. Concrete slabs should be allowed to cure adequately before subjecting them to full design loads. Any concrete that will be exposed to the elements should be entrained with four to six percent air to minimize damage from freeze -thaw cycles Polyethylene sheeting should be placed on the granular base of the press box to act as a vapor barrier. A two- to four -inch thick layer of sand maybe placed over the vapor barrier to improve concrete curing. If provided, floor coverings should not be placed until the concrete floor has cured sufficiently. Polyethylene sheeting should not be placed on the granular base of the restroom /storage building because of the potential for flooding. A non - woven, filter fabric similar to MIRAFI 140N should be placed on the native SILT soils before the gravel base is placed. The filter fabric will perform as a separator between the fine - grained soils and the gravel fill. 6.4 Earthwork The recommendations presented in this report are predicated on fulfillment of the following earthwork recommendations. 6.4.1 Site Clearing: The existing vegetation, topsoil, pavement remnants, underground utility lines, and any other deleterious materials should be removed from the project area prior to construction. After site clearing and stripping, the exposed surfaces should be graded relatively flat to allow for proper subgrade preparation but sloped slightly to allow good surface drainage during construction. 6.4.2 Excavation: Conventional- excavating equipment should be suitable for the proposed foundation excavations. According to Chapter 296 -155, Part N of the Safety Standards for Bergquist Engineering Services Page 8 of 13 ' ;,`ate =til , dhF.' ^ Sw ali Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 - Report 2 Construction Work in the State of Washington, the site soils classify as Type C soils. Therefore, side slopes of excavations deeper than four (4) feet should be no steeper than one and one -half (1 horizontal to one (1) vertical (1 V). If the dimensions of the site prevent the use of maximum slopes of 1' /2H:1 V, the slopes must be stabilized or shored to facilitate safe excavations. The geotechnical engineer should be contacted for additional recommendations if such techniques are going to be employed. 6.4.3 Materials: The on -site fine SAND or SILT soils are generally not suitable for use as structural fill or structural backfill on this site. These soils are moisture sensitive and difficult to compact, therefore, well - graded, free - draining soils free of organics, and oversized particles should be imported for structural fill and structural backfill. Structural fill or backfill soil should conform to the gradation presented in Table 6.1, and be evaluated by the geotechnical engineer prior to use. A sample of the proposed structural fill soil must be delivered to the geotechnical engineer at least 72 hours before the contractor intends to use it. 6.4.4 Placement and Compaction: All structural fill and structural backfill materials should be placed in relatively horizontal loose lifts not exceeding 10 inches in thickness and compacted to at least 95 percent of the modified Proctor (ASTM D1557) maximum density at moisture contents within two (2) percent of optimum. The specified compacted density and moisture content of each lift must be verified by test, prior to placement of subsequent lifts. Bergquist Engineering Services TABLE 6.1 GRADATION REQUIREMENTS FOR FILL AND BACKFILL *Note: The . percent passing the No. 200 sieve is based on the weight of the material passing the 3/4 -inch sieve. n' s, �„• tr�x�st�, �x .�rtru;s��k,M.�,.�.si;�r.r,<�a 43 t∎Wiltr >;ttwdus. Page 9 of 13 s l >'c t h,!� t;• -i :n<t,; �.i i :yk'Yh�:!r �'P.`x Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 6.5 Drainage Good drainage is considered critical to the performance of earth - supported structures such as foundations, slabs -on- grade, and pavements. Therefore, construction grades and final site grades should be designed to prevent water from ponding in areas on or adjacent to foundations, slabs -on- grade, pavements, and retaining walls. Infiltration of water into foundation and utility excavations should be prevented during construction and throughout the life of the project. For buildings supported on conventional spread footings, a perimeter drain- system consisting of perforated, rigid, PVC pipe surrounded by washed gravel is recommended. The washed gravel should be separated from the surrounding soil by a nonwoven filter fabric similar to MIRAFI 40N. The collected water should be tight -lined away from the building to a suitable discharge system. Roof and surface drains should be provided but they should not be connected to the perimeter -drain system. A sketch of a footing drain system is presented in the Appendix of this report. During construction, adequate erosion control measures should be installed and maintained to prevent migration of soil from the site. These measures may include the installation of silt fences and /or hay bales at appropriate locations to collect sediments. The erosion control measures must be maintained until the site has been sufficiently stabilized with adequate surface vegetation to prevent erosion. 6.6 Groundwater Groundwater was encountered at an elevation of about 12 feet The groundwater level may fluctuate due to seasonal variations or other influences. Therefore, the contractor should be prepared to dewater the excavations should groundwater be encountered. 6.7 Retaining Wall The west, north, and east side slopes of the existing grandstand berm will be removed to form a vertical wall about 18 feet in height. To form this wall, the existing soils will need to be retained. A conventional, cantilevered, cast -in- place, concrete retaining wall was considered, however, it would require that the soils stand vertically, unsupported during construction. The fine SAND (SP) soils at this site will not stand vertically and would present a safety hazard. Bergquist Engineering Services Page 10 of 13 '? ASS? 4% NCLr4yxaE� `F.AIi,`.'iM.x:n:'Jn {`�1`:Y7i K��.E TJ)}i' "t' `,i hy. t4. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 A soldier pile and lagging wall would be suitable to retain the soils at this project. The piles would need to be tied -back because of the height of the wall. It is generally accepted that this system is considerably more expensive than other suitable systems. In our opinion, the vertical excavation may be accomplished on this project with the use of soil nails. A soil - nailed wall is built from the top -down in relatively short, vertical increments. Soil nails consist of long, steel rods that are drilled into the face of the slope and grouted. The nails are tensioned to a predetermined load after the grout has set and before the excavation progresses downward. The size, length, and spacing of the nails over the face of the slope, is a function of the type of soils to be retained and their density and shear strength. Based on the subsurface exploration performed through the existing berm and the laboratory- testing program, we recommend the following soil parameter be used in design of the nailed wall with a level top slope: Bergquist Engineering Services Soil Type Fine SAND (SP) Moist Unit Weight 125 pounds per cubic -foot Angle of Internal Friction (cD) 31° Passive Coefficient (K 3.2 At -rest Coefficient (K 0.5 Pullout Resistance 800 pounds per foot of bonded length to be verified in the field by test. The soil - nailed, retaining wall should be constructed after the drilled pier foundation for the roof is installed to prevent damaging the nails. The nails must be unbonded through the area defined by the failure plane and grouted beyond the failure plane. A vertical drain system (similar to MIRADRAIN) should be placed between the native soils and the shotcrete. The slope stability analyses for this study were performed on the geometry of the soil - nailed wall with and without surcharge and seismic loads during periods of normal and flood -stage water levels. The engineering properties (unit weights, cohesion, and phi angles) presented in above paragraph were used in the analyses along with a horizontal seismic load of 0.2g. Page 11 of 13 • ia.i<.= ' ,ei� .tabl x LI K F'S I 014 Wageia *NeeekW x Yiiat" "x3d4'1 44114+,, ' LW. Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 The slope stability analyses for this study were performed using XSTABL software developed by Interactive Software Designs, Inc. XSTABL performs a two dimensional limit equilibrium analysis to compute the factor of safety for a layered slope according to either: (1) General Limit Equilibrium (GLE) Method, (2) Janbu's Generalized Procedure of Slices (GPS), (3) Simplified Bishop, or (4) Simplified Janbu. XSTABL calculates a FOS (factor of safety), which is the result of dividing the total forces supporting the slope by the total forces that are tending to destabilize the slope. If the FOS is greater than 1.00, the slope is considered stable; if the FOS is less than 1.00, the slope is considered to be unstable. A FOS of 1.00 indicates the slope is in perfect equilibrium. Because of the uncertainty regarding pertinent soil parameters used in the analyses and the variability of soil, slope, and ground water conditions, a non - seismic FOS greater than 1.5 is generally recommended. The program was instructed to calculate the FOS for 1600 potential shear surfaces during each iteration using the Simplified Bishop method. The graphs presented in the Appendix show the locations of the ten weakest surfaces analyzed within the slope segment selected for analysis, with the surface having the lowest FOS highlighted with asterisks. The designer of the soil - nailed wall should ensure that the bonded length of the stabilizing nails extend beyond failure surface shown on the graphs. Once the wall is designed, the overall stability of the slope should be checked using the designed nail lengths. 6.8 Construction Observation and Testing The recommendations presented in this report rely on adequate observation and testing of construction materials and procedures by the geotechnical engineer or his qualified representative. At a minimum, the testing program should include: • Observation and review by the geotechnical engineer during site excavation. • Periodic observation of erosion control measures during the construction process. • Full -time inspection by the geotechnical engineer during placement and testing of the soil nails. Bergquist Engineering Services k1"YN"c.'�?inD(.kJA"u ��1" �T�5R7. te*.v'��i•ttsa.�nL� ::�.�i+Crt, Page 12 of 13 ✓ s.,.� qi'1•: w. �.Mx: "xi'b'.zcffiit�'ai5.�'a'r''. .M. l5 Proposed Grandstand Renovation at Fort Dent Park February 19, 2003 Tukwila, Washington BES Project Number 200301 -Report 2 • Full -time observation during placement of the drilled pier foundations for the proposed roof. z • Observation by the geotechnical engineer of placement of the perimeter 1 z drains system to ensure proper installation. re L u Jo • Observation and testing of placement and compaction of all fill and w 0 backfill materials to evaluate compliance with specifications. J I • Field inspection and laboratory testing of materials and field inspection of construction methods as required by the appropriate Uniform Building g 5 u. Code. Typically, this includes inspection of placement of reinforcing steel; Q a inspection and testing of portland cement concrete to evaluate compliance Z F-. with specifications regarding slump, temperature, air content, and strength; z o and inspection of structural steel. w • W • 0 O • N D I- w w 2 U 7. REPORT LIMITATIONS u o . z ui The recommendations presented in this report are for the exclusive use by Starfire Sports for o the proposed primary building and appurtenant buildings attached thereto as described in z this report. The recommendations are based on the site surface and subsurface information gathered by Bergquist Engineering Services, on design details for the project provided by Starfire Sports, Carlson Architects, and Engineers Northwest. If there are any revisions to the plans or if deviations from the subsurface conditions noted in this report are encountered during construction, BES should be notified immediately to determine whether changes to the foundation recommendations are required. After the plans and specifications are more complete, the geotechnical engineer should be provided the opportunity to review them to check that these engineering recommendations have been interpreted properly. Bergquist Engineering Services oOo Page 13 of 13 ih�' tY 'rrbt+d.'at%:o-t�i °uS'h".4HY•f; kS.r_'�i'psf m z 0 - o X NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARTHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. STRANDER BLVD . S 16711I ST . 168TH • ST 1 S 172ND PL VICINITY MAP Project Name: Proposed Fort Dent Soccer Complex Bergquist Engineering Services For: Starfire Sports Project Number: 200301-2 Location: Tukwila, Washington Date: February 18, 2003 SITE PLAN Project Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washington Date: February 18, 2003 Bergquist Engineering Services For: Starfire Sports Project Number: 200301 -2 A2 Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 27, 2003 Bergquist Engineering Services Log of Boring 6 5 10 15 20 25 30 35 40 1AU 2SS 3SS 4SS 5SS 6SS 10 13 25 15 7 40.8 20.5 21.5 20.4 25.2 36.0 Brown, loose, SILT (ML) (Fill) Brown, loose to medium dense, fine SAND (SP) (Fill) Dark gray, medium dense, fine SAND (SP) (Fill) 5 10 Gray, medium dense, fine SAND (SP) (Fill) _ 15 20 Gray -brown, stiff, Clayey SILT (ML) _25_ END OF BORING. DRY AT COMPLETION. 30 40 35 A3 Drilling Rig: Acker -type Portable Boring Size: 6" Hollow Stem. Manual Hammer Drilled By: Geologic Drill Exploration, Inc. Logged By: R. A. Bergquist, PE A • • roximate Ground Surface Elevation: 33.5 t' . Project: Fort Dent Soccer Complex Location: Tukwila, Washington BES Project No.: 200301, Report 1 Date Drilled: January 27, 2003 Bergqulst Engineering Services Log of Boring 7 5 15 20 2 5 10 35 30 40 1SS 25S 3SS 4SS 5SS 17 14 12 17 8 21.3 21.9 28.3 17.3 46.5 Brown, loose, SILT (ML) (Fill) Brown, medium dense, fine SAND (SP) (Fill) Gray, medium dense, fine SAND (SP) (Fill) 5 10 15 20 Gray -brown, stiff, Clayey SILT (ML) (Fill) _25_ END OF BORING. DRY AT COMPLETION. 30 35 40 A4 Drilling Rig: Acker -type Portable Boring Size: 6" Hollow Stem. Manual Hammer Drilled By: Geologic Drill Exploration, Inc. Logged By: R. A. Bergquist, PE A. • roximate Ground Surface Elevation: 33.5' SITE PLAN Project Name: Proposed Fort Dent Soccer Complex Location: Tukwila, Washington Date: February 18, 2003 Bergquist Engineering Services For: Starfire Sports Project Number: 200301-2 A5 • , !AS r! , ,■.1,5 , * . r,,y4vw 7e,:::•NWP.,,,,Fivtk9,0:e.'4*, Bergquist Engineering Services Project: Fort Dent Soccer Complex Location: Tukwilla, Washington BES Project No.: 200301, Report 1 Date Drilled: January 10, 2003 Log of Boring 8 25 5 10 15 20 30 35 40 1SS 2SS 3SS 4SS 5SS 6SS 7SS 2 2 WH WH 8 15 30 44.0 44.1 36.6 35.4 33.6 25.5 22.4 Dark brown,very loose,,SandJ SILT I,MLj fogsoilj Brown, very loose, SILT (ML) Brown mottled reddish brown, very loose, SILT (ML) Gray, very loose, fine SAND (SP) Dark gray, medium dense, medium SAND (SP) Dark gray, medium dense, medium to coarse SAND (SP) 5 15 Gray, loose, fine SAND (SP) _ 20 30 40-- 25 END OF BORING 35 40 A6 Drilling Rig: Track - mounted CME 850 Boring Size: 6" /Mud Rotary. Automatic Hammer. Drilled By: Gregory Drilling, Inc. Logged By: R. A. Bergquist, PE A • . roximate Ground Surface Elevation: 15' BORING LOG NOTES These notes and boring logs are intended for use with this geotechnical report for the purposes and project described therein. The boring logs depict BES's interpretation of subsurface conditions at the location of the boring on the date noted. Subsurface conditions may vary, and groundwater levels may change because of seasonal or numerous other factors. Accordingly, the boring logs should not be made a part of construction plans or be used to define construction conditions. The approximate locations of the borings are shown on the Site Plan. The borings were located in the field by measuring from existing site features. "Boring Size/Type" refers the diameter and type of auger used. "HSA" denotes hollow -stem auger. "SSA" denotes solid -stem auger. "BA" denotes bucket auger. "Sample Type" refers to the sampling method and equipment used during exploration where: • "AU" indicates a bulk sample taken from the ground surface or from the auger flights. • "SS" indicates split -spoon sampler with 1 -3/8" inside diameter and 2" outside diameter. • "DM" indicates Dames and Moore split -spoon sampler with 2-1/2" inside diameter and 3 -1/3" outside diameter. "Blows /Foot (N- Value)" refers to the number of blows from a 140 -pound hammer falling 30 inches required to advance a standard sampler one -foot or a specified distance. Refusal is 50 blows for less than six inches or 25 blows without advancing the sampler. "WR" means that the sampler advanced due to the weight of the drill rods. "WH" means that the sampler advanced due to the weigh of the rods and hammer. "Moisture Content" refers to the moisture content of the soil expressed in percent by weight as determined in the laboratory. NR indicates that a sample was not able to be recovered. "Description and Classification" refer to the materials encountered in the boring. The descriptions and classifications are generally based on visual examination in the field and laboratory. Where noted, laboratory tests were performed to determine the soil classification. The terms and symbols used in the boring logs are in general accordance with the Unified Soil Classification System. Laboratory tests are performed in general accordance with applicable procedures described by the American Society for Testing and Materials. "Y" Indicates location of groundwater at the time noted. A7 bMf 4 tya• rn�v;,tth;a r.∎ ri} gteH!{di'w P•ws BORING LOG NOTES continued "Qp" Estimate of unconfined compressive strength as determined by a pocket penetrometer. "LL" Liquid limit, percent (ASTM D423) "PL" Plastic Limit, percent (ASTM D424) "PI" Plasticity Index, percent TERMS for RELATIVE DENSITY of NON - COHESIVE SOIL Term Standard Penetration Resistance "N" Very Loose 4 or less Loose 5 to 10 Medium Dense 11 to 30 Dense 31 to 50 Very Dense Over 50 blows /foot TERMS for RELATIVE CONSISTENCY of COHESIVE SOIL Term Unconfined Compressive Strength Very Soft 0 to 0.25 tons /square -foot (tsf) Soft 0.25 to 0.50 tsf Medium Stiff 0.50 to 1.00 tsf Stiff 1.00 to 2.00 tsf Very Stiff 2.00 to 4.00 tsf Hard Over 4.00 tsf DEFINITION of MATERIAL by DIAMETER of PARTICLE Boulder 8- inches+ Cobble 3 to 8 inches Gravel 3 inches to 5mm Coarse Sand 5mm to 0.6mm Medium Sand 0.6mm to 0.2mm Fine Sand 0.2mm to 0.074mm Silt 0.074mm to 0.005mm Clay less than 0.005mm A8 .Y.,..o.taian uu2.1•.' '.» UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) COARSE GRAINED SOILS (Less than 50% fines. Fines are soils passing the # 200 sieve.) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS GW Well- graded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GRAVELS More than half of coarse fraction is larger than No. 4 sieve. GP Poorly g raded GRAVELS or GRAVEL -SAND mixtures, less than 5% fines. GM Silty GRAVELS GRAVEL - SAND -SILT mixtures, more than 12% fines. GC Clayey GRAVELS, GRAVEL - SAND -SILT mixtures, more than 12% fines. SW Well -graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SANDS More than half of coarse fraction is smaller than No. 4 sieve. SP Poorl graded SANDS or Gravelly SANDS mixtures, less than 5% fines. SM Silly SANDS, SAND -SILT mixtures, more than 12% fines. SC Clayey SANDS, SAND -CLAY mixtures, more than 12% fines Note: Coarse - grained soils receive dual symbols if they contain between 5 and 12 percent fines. FINE - GRAINED SOILS (More than 50% fines. Fines are materials passing the # 200 sieve) GROUP SYMBOL DESCRIPTION MAJOR DIVISIONS ML Inor SILTS, very fine SANDS, ROCK FLOUR, Silty or Clayey SANDS SILTS and CLAYS Liquid limit less than 50 CL Inorganic CLAYS of low to medium plasticity, Gravelly CLAYS, Sandy CLAYS, Silty CLAYS, Lean CLAYS • OL Organic SILTS, or organic Silty CLAYS of low plasticity MH Inorganic SILTS, Micaceous or Diatomaceous fine SANDS or SILTS, Elastic SILTS ., SILTS and CLAYS Liquid limit greater fhan 50 CH Inorganic CLAYS of high plasticity fat CLAYS OH Organic CLAYS of medium to high plasticity PT PEAT, MUCK, and other highly organic soils Highly organic soils Note: Fine - grained soils receive dual symbols if their limits plot left of the "A" Line and have a plasticity index (PI) of 4 to 7 percent. UNIFIED SOIL CLASSIFICATION SYSTEM Bergquist Engineering Services A9 Exterior Grade. Sloped Away from Building Nonwoven, Needle. Punched or Spunbound, Filter Fabric (MIRAFI 140N or Equal) Minimum 6" thick wrap of washed gravel Rigid (Sch. 40), 4" Diameter, Perforated PVC Pipe (Perforations Facing Down) Tightline Roof Drain — ` � ' roject ame: 'ropose• ran Renovation, Fort Dent Location: Tukwila, Washington Date: February 19, 2003 SCHEMATIC OF FOOTING DRAIN stan Bergquist Engineering Services For: Starfire Sports Project Nunber: 200301 -2 A10 ^ �+. a,: dccrrat` natMtitro�n' .kr.rysSNitEt%,t:XiYfir'�R:;:r,M 1001BNN 2 -18 -03 8:38 120 100 _ a) 80 a) 4- 40 _ 20 a 0 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = 1.331 20 40 60 80 100 120 140 160 X —AXIS (feet) t �'HIIY %iii 1 XSTABL File: 1001BNN 2 -18 -03 8:38 1 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * Slope Stability Analysis * using the * Z * Method of Slices * z ~ * * F- w cc * Copyright (C) 1992 - 99 * 6 n * Interactive Software Designs, Inc. * o * Moscow, ID 83843, U.S.A. * co 0 * * in w * All Rights Reserved * * * CO W O * Ver. 5.204 96 - 1760 * 2 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** u . u)n Problem Description : FORT DENT SOCCER FACILITY _ � Z 1- 111 w U � SEGMENT BOUNDARY COORDINATES N �I- W w I I-- U ' 7 SURFACE boundary segments u__ 0 . Segment x -left y -left x -right y -right Soil Unit v 2 No. (ft) (ft) (ft) (ft) Below Segment 0 z 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment ISOTROPIC Soil Parameters 3 Soil unit(s) specified 1.0 46.0 108.5 45.0 1 Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) Al2 No. 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified Unit weight of water = 62.40 (pcf) Water Surface No. 1 specified by 2 coordinate points *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PHREATIC SURFACE, *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Point x -water y -water No. (ft) (ft) 1 1.00 46.00 2 128.50 45.00 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL .* * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : A13 ��:........ r . ..... ........: vl a.. .>�i�:C:;:R'A`ir.«' ✓l�k,`4�}.xu i.�tTltr �:'r� Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : 1. 2. 3. SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 * * ** Simplified BISHOP FOS = 1.331 * * ** The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center (BISHOP) x -coord (ft) 1.331 1.371 1.372 39.22 39.04 38.46 y -coord (ft) 82.81 77.63 76.98 Radius Initial Terminal Resisting x -coord x -coord Moment (ft) (ft) (ft) (ft -lb) 34.87 33.72 69.19 6.321E +05 30.91 29.21 67.24 6,262E +05 30.49 28.08 66.49 Al .167E +05 ..tia.d1 S y7a4a . 6Alrw , 411U4.4=, aas 4. 1.393 40.35 73.14 26.76 30.33 65.84 5.538E +05 5. 1.396 37.29 76.02 30.02 25.82 65.20 6.177E +05 6. 1.396 43.25 69.98 22.78 35.97 65.47 4.377E +05 7. 1.416 37.48 76.32 30.36 25.82 65.65 6.440E +05 8. 1.422 34.89 91.71 44.62 24.69 70.62 9.054E +05 9. 1.422 35.12 90.40 43.40 24.69 70.31 8.880E +05 10. 1.444 39.18 76.93 30.70 28.08 67.45 6.828E +05 * * * END OF FILE 0• 1001 BYN 2 -18 -03 9:37 120 _ 100 _ ▪ a) 80 _ a) 4- a 60 _ >— 40 _ 20 0 w FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = 1.307 20 40 60 80 100 120 140 160 X —AXIS (feet) z Z ✓ w . QQ � J U U O N J = H U) LL w • • a• = a • w • Z 1- 0 z �— w U0 0- 0 E- w u' O w z U= O ~ . z XSTABL File: 1001BYN 2 -18 -03 9:37 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * * Slope Stability Analysis * * using the * * Method of Slices * * * * Copyright (C) 1992 - 99 * * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * * * * All Rights Reserved * * * * Ver. 5.204 96 - 1760 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 ISOTROPIC Soil Parameters 1.0 46.0 108.5 45.0 1 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A17 No. 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified z 1 F: Unit weight of water = 62.40 (pcf) 1-- W JU Water Surface No. 1 specified by 2 coordinate points coo �o *** * * * * ** * * * * * * * * * * ** * * * * * * * * * * * ** w PHREAT SURFACE, co a. *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** W O 2 Point x -water y -water g Q No. (ft) (ft) CO = w 1 1.00 46.00 z H 2 128.50 45.00 H 0 zF- U � O N o 1- wW u_1- ! .• z W 0 Load x -left x -right Intensity Direction . No. (ft) (ft) (psf) (deg) O z BOUNDARY LOADS 1 load (s) specified 1 45.5 75.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevaV $on • ,....�.�.,...::2 �c. A�: :1�'.�t'::,.,::xaa`�:s,ur.':rY, �aa,:tr_:.• i7y'S.14V4-1. 4 s at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 * * ** Simplified BISHOP FOS = 1.307 * * ** The following is a summary of the TEN most critical surfaces Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. 1.307 39.22 82.81 34.87 33,72 69.19 6.770E +05 2. 1.340 38.46 76.98 30.49 28.08 66.49 6.516E +05 3. 1.341 39.04 77.63 30.91 29.21 67.24 6.629E +05 4. 1.359 37.29 76.02 30.02 25.82 65.20 6.499E +05 5. 1.362 40.35 73.14 26.76 30.33 65.84 5.840E +05 6. 1.371 43.25 69.98 22.78 35.97 65.47 4.636E +05 7. 1.379 37.48 76.32 30.36 25.82 65.65 6.774E +05 8. 1.390 35.12 90.40 43.40 24.69 70.31 9.462E +05 9. 1.390 34.89 91.71 44.62 24.69 70.62 9.660E +05 10. 1.409 39.18 76.93 30.70 28.08 67.45 7.200E +05 * * * END OF FILE * * * .:. .tx..•. "� ?.2:.i��l:dy. i'li j ai v%:i!OJ'.I�h', A20 120 _ 100 _ a) 80 N 40 _ 20 0 1001BYY 2 -18 -03 9:41 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = .935 20 40 60 80 100 120 140 160 X —AXIS (feet) wi`tc�i)aufe -;q, j,'a5 xL•, z • w re o 00 co 0 w= J H w0 u_ Q = z I - I-- 0 Z �— w U ON OH w ill 0 U. 0 . w z U= P. z 6 XSTABL File: 1001BYY *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * XSTABL * * * Slope Stability Analysis * using the * Method of Slices * ' * * ;h- w * Copyright (C) 1992 - 99 * ct 2 * Interactive Software Designs, Inc. * * Moscow, ID 83843, U.S.A. * 0 O * * w o : * All Rights Reserved * J * CO u_ * Ver. 5.204 96 - 1760 * w O *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** g J u- Q co Problem Description : FORT DENT SOCCER FACILITY y d 1-. w z I-- 0 z F- w w D o SEGMENT BOUNDARY COORDINATES 8 o ff w UJ 0 7 SURFACE boundary segments H 'Lt Segment x -left y -left x -right y -right Soil Unit LLiz No. (ft) (ft) (ft) (ft) Below Segment o _ O ~ 1 1.0 48.0 45.0 48.5 3 z 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 46.0 108.5 45.0 1 ISOTROPIC Soil Parameters 2 -18 -03 9:41 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A22 No. `rJl •4.4 v,.rwwaw, 4 nw�tw. iA�M ` 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface(s) have been specified z a Unit weight of water = 62.40 (pcf) I k Water Surface No. 1 specified by 2 coordinate points 0 o U) LLI *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** J LLI I H PHREATIC SURFACE, w u. *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w O }} Point x -water y -water J No. (ft) (ft) LL. d 1 1.00 46.00 H 2 128.50 45.00 z O Z I- w O o A horizontal earthquake loading coefficient o o ff of .200 has been assigned � w A vertical earthquake loading coefficient H H — O .z . w U= O ~ of .000 has been assigned BOUNDARY LOADS 1 load(s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x = 1.0 ft A23 ;14) Si.Yrwmao2u \raY: Z Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * *•* * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS and x = 45.0 ft The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 16 61.74 56.18 A24 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 z * * ** Simplified BISHOP FOS = .935 * * ** ' 11-:..,, w � dd 2 J O 0 N 0 LLI The following is a summary of the TEN most critical surfaces w H co w Problem Description : FORT DENT SOCCER FACILITY w 0 FOS Circle Center Radius Initial Terminal Resisting 5 (BISHOP) x -coord y -coord x -coord x -coord Moment co p (ft) (ft) (ft) (ft) (ft) (ft -lb) I W zm 1. .935 39.22 82.81 34.87 33.72 69.19 6.310E +05 F- 2. .970 34.89 91.71 44.62 24.69 70.62 9.029E +05 z � 3. .973 35.12 90.40 43.40 24.69 70.31 8.850E +05 Ill w 4. .982 39.04 77.63 30.91 29.21 67.24 6.228E +05 D o 5. .986 38.46 76.98 30.49 28.08 66.49 6.129E +05 0Y 6. 1.004 38.67 88.25 40.78 30.33 72.16 8.848E +05 0 H 7. 1.007 37.63 89.56 42.35 28.08 72.13 9.363E +05 = v uj 8. 1.007 37.29 76.02 30.02 25.82 65.20 6.134E +05 1- ' • m 9. 1.012 40.00 88.53 40.47 34.85 72.92 8.607E +05 - z 10. 1.014 35.41 101.06 53.44 26.95 74.83 1.186E +06 6 4(-2 O ~ z * * * END OF FILE A25 1001BYYW 2 -18 -03 10:25 120 _ 100 _ a> 80_ 40 _ 20 0 FORT DENT SOCCER FACILITY 10 most critical surfaces, MINIMUM BISHOP FOS = .874 w1 i 1.1 i 1 I 20 40 60 80 100 120 140 160 X —AXIS (feet) z Z ~ W � 2 - J 00 N UJ J = W < I I--w z I I- 0 Z uj U � 0D- C) 1- WW O . z w U N O Z XSTABL File: 1001BYYW 2 -18 -03 11:04 1 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 99 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.204 96 - 1760 * *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Problem Description : FORT DENT SOCCER FACILITY SEGMENT BOUNDARY COORDINATES 7 SURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments ISOTROPIC Soil Parameters Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1.0 46.0 108.5 45.0 1 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A27 No. x sASra s 4 ±tx c r 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface (s) have been specified a 1I Unit weight of water = 62.40 (pcf) w -J Water Surface No. 1 specified by 2 coordinate points N o co ID *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JI- PHREATIC SURFACE, mu_ *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w 0 x -water y -water u.a No. (ft) (ft) co d =w 1 1.00 51.00 z 2 128.50 51.00 z O w • w VO A horizontal earthquake loading coefficient N g off of .200 has been assigned w w • U A vertical earthquake loading coefficient ~ ii. I- of .000 has been assigned w z U V {- -L- o 1- z BOUNDARY LOADS 1 load (s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spaced along the ground surface between x 1.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit :_ -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD and x = 45.0 ft The most critical circular failure surface is specified by 25 coordinate points Point x -surf y -surf No (ft) (ft) 1 25.82 48.28 2 27.69 47.58 3 29.61 47.00 4 31.56 46.56 5 33.53 46.24 6 35.52 46.06 7 37.52 46.00 8 39.52 46.09 9 41.51 46.30 10 43.48 46.65 11 45.42 47.12 12 47.33 47.73 13 49.19 48.46 14 51.00 49.31 15 52.75 50.29 16 54.43 51.37 A29 . Y 17 56.03 52.57 18 57.55 53.87 19 58.98 55.27 20 60.31 56.76 21 61.55 58.33 22 62.67 59.99 23 63.68 61.71 24 64.57 63.50 z 25 65.20 65.00 cc =H '~ w * * ** Simplified BISHOP FOS = .874 * * ** 00 wo . J F- 2 W O The following is a summary of the TEN most critical surfaces J u_< Problem Description : FORT DENT SOCCER FACILITY tnn = FOS Circle Center Radius Initial Terminal Resisting Z w (BISHOP) x -coord y -coord x -coord x -coord Moment i-0 (ft) (ft) (ft) (ft) (ft) (ft -lb) w E- • w 1. .874 37.29 76.02 30.02 25.82 65.20 5.233E +05 v o 2 .884 38.46 76.98 30.49 28.08 66.49 5.407E +05 0 3. .884 37.48 76.32 30.36 25.82 65.65 5.456E +05 4. .894 39.04 77.63 30.91 29.21 67.24 5.582E +05 111 • v 5. .900 35.12 90.40 43.40 24.69 70.31 8.100E +05 H H 6. .902 34.89 91.71 44.62 24.69 70.62 8.318E +05 L I O 7. .907 39.22 82.81 34.87 33.72 69.19 6.067E +05 w N 8. .914 40.35 73.14 26.76 30.33 65.84 4.856E +05 F v-.= 9. .917 39.18 76.93 30.70 28.08 67.45 5.942E +05 zF- 10. .923 38.99 79.59 33.13 28.08 68.73 6.562E +05 * * * END OF FILE A30 rtuxnn�+w»Wwvxwat 10GRBYYW 2 -23 -03 11:12 120 _ 100 _ X Q 60 _ >- 40 _ 20 0 FORT DENT SOCCER FACILITY 10 most.critical surfaces, MINIMUM BISHOP FOS = .935 w 1 I I. I i I 1 1 i 1 1 20 40 60 80 100 120 140 160 X —AXIS (feet) Z Z E '~ U O 0 w i J I— N L , w 0 II O 5 - ° - O H w W 0 • O lll o w O 1— A • N XSTABL File: lOGRBYYW 2 -23 -03 11:12 *********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * X S T A B L * * * * Slope Stability Analysis * * using the * Z * Method of Slices * * * w * Copyright (C) 1992 - 99 * re * Interactive Software Designs, Inc. * J = * Moscow, ID 83843, U.S.A. * 0 0 * * N o , * All Rights Reserved * LU i * * U) u. * Ver. 5.204 96 - 1760 * w 0 2 J tLQ o p Problem Description : FORT DENT SOCCER FACILITY H W z I- 0 Z I- w • w U • 0 SEGMENT BOUNDARY COORDINATES 0 w w I- H u. O Segment x -left y -left x -right y -right Soil Unit Lilco No. (ft) (ft) (ft) (ft) Below Segment H H O ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * 7 SURFACE boundary segments 1 1.0 48.0 45.0 48.5 3 2 45.0 48.5 45.1 65.0 2 3 45.1 65.0 75.0 65.0 2 4 75.0 65.0 103.0 50.0 2 5 103.0 50.0 108.0 50.0 2 6 108.0 50.0 108.1 45.0 2 7 108.1 45.0 128.5 45.0 1 1 SUBSURFACE boundary segments Segment x -left y -left x -right y -right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 ISOTROPIC Soil Parameters 1.0 46.0 108.5 45.0 1 3 Soil unit (s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) A No. ;HS k4;1 *itt Ziaalitae;i- 4,144. d1444t.**. ... z a 1 115.0 120.0 1000.0 .00 .000 .0 1 2 120.0 125.0 .0 31.00 .000 .0 1 3 138.0 142.0 .0 40.00 .000 .0 1 1 Water surface (s) have been specified zI Unit weight of water = 62.40 (pcf) re w � Water Surface No. 1 specified by 2 coordinate points 0 o *** * * * * * * * * * * * ** * * * * * * * * * ** * * * * * ** J = f- PHREATIC SURFACE, N w *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** w 0 Point x -water y -water u_ Q No. (ft) (ft) cn 1 1.00 46.00 2 128.50 46.00 I z E- w w U A horizontal earthquake loading coefficient o of .200 has been assigned w U A vertical earthquake loading coefficient 0 of .000 has been assigned BOUNDARY LOADS 2 load (s) specified Load x -left x -right Intensity Direction No. (ft) (ft) (psf) (deg) 1 45.5 75.0 100.0 .0 2 75.0 103.0 100.0 .0 NOTE - Intensity is specified as a uniformly distributed force acting on a HORIZONTALLY projected surface. A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 1600 trial surfaces will be generated and analyzed. 40 Surfaces initiate from each of 40 points equally spafd z along the ground surface between x = 1.0 ft and x = 45.0 ft Each surface terminates between x = 65.0 ft and x = 85.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft * * * * * DEFAULT SEGMENT LENGTH SELECTED BY XSTABL * * * * * 2.0 ft line segments define each trial failure surface. ANGULAR RESTRICTIONS The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit := -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the : SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 22 coordinate points Point x -surf y -surf No. (ft) (ft) 1 33.72 48.37 2 35.70 48.11 3 37.70 47.97 4 39.70 47.94 5 41.69 48.02 6 43.68 48.22 7 45.66 48.53 8 47.61 48.96 9 49.54 49.50 10 51.43 50.14 11 53.29 50.90 12 55.09 51.76 13 56.85 52.72 14 58.54 53.78 15 60.17 54.93 A34 L ai,. 4ti 4.:.." s rn: 7.':'., n::` Y�r /tiL:+::Ni�ji,�iii:..;' S• 1 16 61.74 56.18 17 63.23 57.52 18 64.64 58.93 19 65.96 60.43 20 67.20 62.00 21 68.35 63.64 22 69.19 65.00 * * ** Simplified BISHOP FOS = .935 * * ** The following is a summary of the TEN most critical surfaces . Problem Description : FORT DENT SOCCER FACILITY FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x -coord y -coord x -coord x -coord Moment (ft) (ft) (ft) (ft) (ft) (ft -lb) 1. .935 39.22 82.81 34.87 33.72 69.19 6.310E +05 2. .970 34.89 91.71 44.62 24.69 70.62 9.029E +05 3. .973 35.12 90.40 43.40 24.69 70.31 8.850E +05 4. .982 39.04 77.63 30.91 29.21 67.24 6.228E +05 5. .986 38.46 76.98 30.49 28.08 66.49 6.129E +05 6. 1.004 38.67 88.25 40.78 30.33 72:16 8.848E +05 7. 1.007 37.63 89.56 42.35 28.08 72.13 9.363E +05 8. 1.007 37.29 76.02 30.02 25.82 65.20 6.134E +05 9. 1.012 40.00 88.53 40.47 34.85 72.92 8.607E +05 10. 1.014 35.41 101.06 53.44 26.95 74.83 1.186E +06 * * * END OF FILE A35 ilm■almano••■•••••■•••■•••••■■■■■•••■■•••■••••■••■■••■••••■■• ........ MANI INE1.10■ 01•110.1.041•••■•■ =NM =1••■•••••■•••■•••■••■•••■••• ••••■••■•••••••■•■■■••••■ NOTES 36 •■•••■•■ 11110.•■■• liml•■■•••••■••••■•• 111. ■••••••• ■•••••••••••••• ■MN Wm. •••■•••••••••■■■11 1/4 , •••■■•■••••••••••••••■•••=.M1 ........ ----- ' Prepared for: Bruce Dees & Associates ATTN: Bruce Dees 222 East 26 St. #202 Tacoma, WA 98421 (253) 627-7947 Conceptual Stormwater Design FOR Starfire Fields at Fort Dent Park Tukwila, WA EXPIRES: 12/03/2004 ci °F ruKwiLA MAR 21 2003 PERMIT c ENTE Project Engineer: M rk A. almer, P. Principal GM OF TUNA APPROVED JUN 12 20t13 As ,101ED rAb Prepared by: Essayons Consulting Engineers, Inc. 2126 22 St. SE Puyallup, WA 98372 (253) 840-1566 File # 2003-003 March 15, 2003 Revised: ;1 i) NAR 27 2003 V i r) 0 1 ..E1 - C,.'1 )4 'V. • , MICRO COM SYSTEMS LTD. ATTENTION n The next image may be a duplicate of the previous image. Please disregard previous image. n Please disregard previous 2 images. n Please disregard previous 3 images. n Other: NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Prepared for: Bruce Dees & Associates ATTN: Bruce Dees 222 East 26 St. #202 Tacoma, WA 98421 (253) 627 -7947 Conceptual Stormwater Design FOR Starfire Fields at Fort Dent Park Tukwila, WA EXPIRES: 12/03/2004 C OF To MAR 2 1 2003 PERMIr CEN,Ef, Project Engineer: M . rk A. ' almer, P. Principal CITY Of TUI('PIILA APPROVED JUN 12 g103 A) 1.10PED Prepared by: Essayons Consulting Engineers, Inc. 2126 22 St. SE Puyallup, WA 98372 (253) 840 -1566 File # 2003 -003 March 15, 2003 Revised: - ..J :'AR 2 7 2003 n rRlf }��f c t �o3 -dq3 ; Prepared for: Bruce Dees & Associates ATTN: Bruce Dees 222 East 26 St. #202 Tacoma, WA 98421 (253) 627 -7947 Conceptual Stormwater Design FOR Starfire Fields at Fort Dent Park Tukwila, WA Prepared by: Essayons Consulting Engineers, Inc. 2126 22 St. SE Puyallup, WA 98372 (253) 840 -1566 File # 2003 -003 March 15, 2003 Revised: - 'ri: ilr:.Cwi." •.61utw4'.+LSUbA4a'.iS1:,ti+.k ro.A% TABLE OF CONTENTS TABLE OF CONTENTS III 1. PROJECT OVERVIEW 1 2. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 1 2. CONCLUSIONS 5 FIGURE 1. SITE LOCATION 6 .45iM 1. PROJECT OVERVIEW The project is the creation of outdoor synthetic surface fields and indoor soccer facility in Fort Dent Park. The site is currently served by a storm system including a pond and lift station with unknown control parameters. As currently envisioned, the project will use porous asphalt pavement surfaces in many areas where hard surfaces are required. These pavements will be under drained in a manner similar to the synthetic turf fields. The spacing for this sub - surface drainage is usually 20 feet on center. From a hydrology standpoint, the water will flow through the synthetic turf or porous asphalt pavement section fairly rapidly, with a small amount of retention on the surfaces of the structures. The subgrade of all the surfaces will be at a flat grade, forcing the water to build up some amount of head before flowing horizontally to the sub -drain trenches. At least some areas of the site have well draining sands at the subgrade elevations. With the requirement for head buildup, it can be expected that a portion of the stormwater will infiltrate prior to reaching the sub - drainage system. The horizontal flows will also be impeded somewhat by the section's aggregate. From a modeling standpoint, these factors make the porous pavement and synthetic turf surfaces act more like grass than an impervious surface. We have accounted for them as such in this initial analysis of the site drainage. 2. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN The drainage basin under consideration for this analysis is only the area being developed in this phase; the indoor soccer building and the 4 outdoor soccer fields. The area is generally bounded by the entrance road/parking lot to the west, the storm pond to the north, the Burlington Northern right -of -way to the east and the Green River to the south. The total area is 14.3 acres. The existing condition of the basin includes just under an acre of impervious surfaces, with the remainder being grass /lawn areas. An existing grandstand with sub - drained natural grass soccer field exists in the south east area of the site. The soil classification for the site is a silt loam which equates to a Till classification for KCRTS modeling. The area appears to be in a level 1 flow control area. Based on this information, the existing condition flows are shown below: Production of Runoff Time Series Project Location : Sea -Tac Computing Series : predeve.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTP6OR.rnf 8 Till Pasture 13.30 acres Scaling Yr: 8 Loading Time Series File:C:\KC SWDM\KC DATA\STEI6OR.rnf 8 Impervious 1.00 acres Adding Yr: 8 Total Area : 14.30 acres Peak Discharge: 2.08 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:predeve.tsf 8 Time Series Computed Flow Frequency Analysis Time Series File:predeve.tsf Project Location: Sea -Tac - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob 1 (CFS) (CFS) 1.10 3 2/09/01 15:00 2.08 0.563 7 1/05/02 16:00 1.11 1.11 2 2/28/03 3:00 1.10 0.307 8 8/26/04 2:00 1.06 0.633 6 1/05/05 8:00 1.00 1.06 4 1/18/06 16:00 0.633 1.00 5 11/24/06 4:00 0.563 2.08 1 1/09/08 6:00 0.307 Computed Peaks 1.75 Since we are in a Level 1 flow control area, we must match the existing 2 -year and 10 -year events. Again, we will be assuming the porous asphalt paved surfaces and the synthetic turf surfaces are most closely modeled by the "till grass" land use category of the KCRTS modeling software than the impervious classification. The following land use areas are proposed within the site: 1.40 0.28 0.14 1.90 10.58 Proposed Use Soccer Building, accessory buildings Concrete walks, paving, grandstands Gravel paths Porous asphalt paths and paving Synthetic Turf fields, misc. landscape /lawn Site Total Area 14.30 Production of Runoff Time Series Project Location : Sea -Tac Computing Series : devsite.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG6OR.rnf 8 Till Grass 12.48 acres Scaling Yr: 8 Loading Time Series File :C:\KCSWDH\KCDATA\STEI6OR.rnf 8 Impervious 1.82 acres Adding Yr: 8 Total Area : 14.30 acres Peak Discharge: 3.50 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:devsite.tsf 8 Flow Frequency Analysis Time Series File:devsite.tsf Project Location:Sea -Tac Time Series Computed Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 Area (acres) KCRTS Land Use Impervious Impervious Impervious Till Grass Till Grass - -- Annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.56 4 2/09/01 2:00 3.50 1 100.00 0.990 0.958 6 1/05/02 16:00 1.94 2 25.00 0.960 1.94 2 2/27/03 7:00 1.62 3 10.00 0.900 0.686 8 8/26/04 2:00 1.56 4 5.00 0.800 0.909 7 10/28/04 16:00 1.48 5 3.00 0.667 1.62 3 1/18/06 16:00 0.958 6 2.00 0.500 1.48 5 11/24/06 3:00 0.909 7 1.30 0.231 3.50 1 1/09/08 6:00 0.686 8 1.10 0.091 Computed Peaks 2.98 50.00 0.980 2 rek !� xS sec The current design concept for storm water detention for the site is to utilize space at field level within the soccer building underneath the finished floors of the offices and concessions. These functions will be established at elevations above the 100 -year flood elevation, leaving an area underneath them available for other functions. The current thought calls for either water tight detention pipes or vaults to provide detention for the roof runoff while still being able to provide sufficient head to get the detained flows to the existing storm water pond. The main purpose of this preliminary report is to provide an initial estimate of the storage volume required to meet the current King County Surface Water Design Manual requirements. The automatic sizing function of the KCRTS software was utilized to size the system. The actual function of the proposed system would be to allow uncontrolled flows from the fields, porous pavements and concrete paved areas to flow to the existing storm pond. This flow would be subtracted from the allowable existing 2 -year and 10 -year storm flows to provide the allowable release rates from the roof drainage. The uncontrolled flows are shown below. Production of Runoff Time Series Project Location : Sea -Tac Computing Series : uncon.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File:C:\KC SWDM\KC DATA\STTG6OR.rnf 8 Till Grass 12.48 acres Scaling Yr: 8 Loading Time Series File:C:\KC SWDM\KC DATA\STEI6OR.rnf 8 Impervious 0.42 acres Adding Yr: 8 Total Area : 12.90 acres Peak Discharge: 2.84 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:uncon.tsf 8 Flow Frequency Analysis Time Series File:uncon.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 1.22 4 2/09/01 2:00 0.660 7 1/05/02 16:00 1.54 2 2/27/03 7:00 0.337 8 8/26/04 2:00 0.681 6 1/05/05 8:00 1.25 3 1/18/06 16:00 1.13 5 11/24/06 3:00 2.84 1 1/09/08 6:00 Computed Peaks The allowable release rates for the detention facility in the soccer building now become: Storm Event 2 -year 10 -year Existing flow 0.958 1.62 Time Series Computed Flow Frequency Analysis - - Peaks (CFS) 2.84 1.54 1.25 1.22 1.13 0.681 0.660 0.337 2.40 Uncontrolled flow 0.681 1.25 - Rank 1 2 3 4 5 6 7 8 Return Prob Period 100.00 25.00 10.00 5.00 3.00 2.00 1.30 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Allowable Detention Release flow 0.277 0.37 3 t:�.Jg ratv�il, - .J��f"�,n �.4.��:��. :�i'f,• iixiT,'A:t.nV 5C. The roof drain before detention is: Production of Runoff Time Series Project Location : Sea -Tac Computing Series : bldg.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C:\KC_SWDM\KC_DATA\STEI6OR.rnf 8 Impervious 1.40 acres Scaling Yr: 8 Total Area : 1.40 acres Peak Discharge: 0.662 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:bldg.tsf Flow Frequency Analysis Time Series File:bldg.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.339 0.299 0.414 0.349 0.414 0.363 0.508 0.662 Computed Peaks 7 2/09/01 2:00 8 1/05/02 16:00 3 12/08/02 18:00 6 8/26/04 2:00 4 10/28/04 16 :00 5 1/18/06 16:00 2 10/26/06 0:00 1 1/09/08 6:00 Time Series Computed The roof flow was now sized for detention to meet the performance criteria and allowable flows list above. The auto sizing routine provided a length of 6 foot diameter pipe of approximately 40 linear feet. However, at this length, some of the outflow was via the overflow standpipe, so the length was increased to 100 linear feet to prevent overflow in this condition and over detain. Actual flow releases are 0.04 and 0.13 below the target releases for the 2 -year and 10 -year flows respectively without the storage being completely filled up to the 100 -year storm event. Retention /Detention Facility Type of Facility: Detention Tank Tank Diameter: 6.00 Tank Length: 100. Effective Storage Depth: 5.50 Stage 0 Elevation: 15.00 Storage Volume: 2715. Riser Head: 5.50 Riser Diameter: 12.00 Number of orifices: 1 Orifice # Height (ft) 1 0.00 Top Notch Weir: Full Head Diameter Discharge (in) (CFS) 2.09 0.277 None Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.662 1 100.00 0.508 2 25.00 0.414 3 10.00 0.414 4 5.00 0.363 5 3.00 0.349 6 2.00 0.339 7 1.30 0.299 8 1.10 0.610 50.00 ft ft ft ft cu. ft ft inches Pipe Diameter (in) 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 8 4 Outflow Rating Curve: None Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu -Ft) (Ac -Ft) 1 0.66 * * * * * ** 0.64 5.61 20.61 2715. 0.062 2 0.51 * * * * * ** 0.25 4.53 19.53 2418. 0.056 3 0.41 0.37 0.24 4.21 19.21 2270. 0.052 4 0.40 * * * * * ** 0.26 4.81 19.81 2535. 0.058 5 0.36 * * * * * ** 0.30 5.51 20.51 2715. 0.062 6 0.34 0.28 0.24 4.08 19.08 2202. 0.051 7 0.35 * * * * * ** 0.18 2.21 17.21 1126. 0.026 8 0.30 * * * * * ** 0.18 2.28 17.28 1170. 0.027 2. CONCLUSIONS The concept of using detention pipes within the soccer building to meet current King County flow control requirements for the Starfire Fields projects appears to be feasible from a hydrologic modeling standpoint. From the analysis presented herein, 100 linear feet of 6 foot diameter detention tanks with orifice controlled outlet will be sufficient to meet the King County requirements of matching the existing 2 -year and 10 -year peak flows for the entire site's runoff. Other configurations of pipe, vault or other storage can be utilized in the final design as needed to conform to the constraints of the building design. 5 S I-19 Ill S01. NALL ©2002 Thomas Bros. Maps_ ;r3?..YAvet Z ~ Z Q Q • 2 J U O 0 CO COW J = � W W O J 1L Q = • a FW Z = I— O ZI— W • W • 0 O - H W I-U O .• Z W U = 0 H O Z PROJECT MANUAL STARFIRE SPORTS SOCCER COMPLEX plan check ��r�`��ls are understand that�.h1 ,: : j relbilinary Bid Set Tukwila, Washington CORRECTION of 1 oemelito CITY p TUk M A Y ? ERMMr C E N TER May 21, 2003 b cTh -O93 Starfire Sports Soccer Complex Table of Contents May 21, 2003 DIVISION 2 — Section 02060 Section 02100 Section 02110 Section 02230 Section 02300 Section 02510 Section 02530 Section 02630 Section 02741 Section 02790 Section 02792 Section 02820 Section 02835 Section 02870 Section 02920 Section 02930 DIVISION 3 — Section 03300 DIVISION 5 — Section 05500 DIVISION 9 — Section 09900 CONCRETE — Cast - in - Place Concrete METALS — Metal Fabrications FINISHES — Painting TABLE OF CONTENTS TABLE OF CONTENTS SITE CONSTRUCTION — Demolition — Temporary Erosion Control — Tree Protection — Site Clearing — Earthwork — Domestic Water — Sanitary Sewer — Storm Drainage — Hot -Mix Asphalt Paving — Permeable Base Stone for Synthetic Turf — Plastic Lumber — Chain Link Fencing & Gates — Architectural Fence — Site Furnishings — Seeding — Planting Starfire Sports Soccer Complex May 21, 2003 SECTION 02060 — DEMOLITION PART 1 - GENERAL 1.1 SUMMARY A. This section includes demolition and removal existing site utilities. B. Related Documents 1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections. 2. Sections 02230 — Site Clearing 3. Section 02300 — Earthwork 1.2 DEFINITIONS A. "Remove ": Detach items from existing construction and legally dispose of them off - site unless indicated to be removed and salvaged or recycled. B. "Remove and Salvage ": Detach items from existing construction and deliver them to Owner's representative. C. "Existing to Remain ": Existing items of construction that are not to be removed and that are not otherwise indicated to be removed, removed and salvaged, or recycled. 1.3 SUBMITTALS A. Proposed Protection and Control Measures: Submit statement or drawing that indicates the measures proposed for use, proposed locations, and proposed time frame for their operation. Identify options if proposed measures are later determined to be inadequate. Include measures for the following: 1. Environmental protection. B. Schedule of Demolition Activities: Indicate detailed sequence of demolition and removal work, with starting and ending dates for each activity and locations of temporary protection and means of egress. 1.4 QUALITY ASSURANCE A. Regulatory Requirements: Comply with governing EPA notification regulations before beginning work. 1. Comply with hauling and disposal regulations of authorities having jurisdiction. B. Standards: Comply with ANSI A10.6 and NFPA 241. DEMOLITION Demolition Section 02060 02060 - 1 ©llruce Dees & Associates 1003 Starfire Sports Soccer Complex May 21, 2003 C. Pre - Demolition Conference: Conduct conference on project site prior to start of work. Owner will provide meeting location. 1.5 PROJECT CONDITIONS A. Owner assumes no responsibility for buildings and/or structures to be demolished. PART 2- PRODUCTS Not used. PART 3 - EXECUTION 3.1 EXAMINATION A. When unanticipated mechanical, electrical, or structural elements are encountered, investigate and measure the nature and extent of the element. Promptly submit a written report to the Owner's Representative. 3.2 PREPARATION Demolition Section 02060 A. Existing Utilities: Locate, identify, disconnect, and seal or cap off utilities as required. 1. Arrange to shut off indicated utilities with utility companies. 2. If utility services are required to be removed, relocated, or abandoned, provide temporary utilities that bypass utilities to be demolished and that maintain continuity of service to other buildings /structures. 3. Cut off pipe or conduit a minimum of 2 feet below grade. Cap, valve, or plug and seal remaining portion of pipe or conduit after bypassing. B. Existing Utilities: Do not start demolition work until utility disconnecting and sealing have been completed and verified in writing. C. Temporary Shoring: Provide and maintain interior and exterior shoring, bracing, or structural support to preserve stability and prevent unexpected movement or collapse of construction being demolished. 3.3 PROTECTION A. Existing Items to Remain: Protect trees indicated to remain against damage during demolition (per Section 02110 — Tree Protection). DEMOLITION 02060 - 2 © Bruce Dees & Associates 2003 n�c Starfire Sports Soccer Complex May 21, 2003 3.4 DEMOLITION, GENERAL A. General: Demolish indicated existing structures and site improvements completely. Use methods required to complete the work within limitations of governing regulations and as follows: 1. Do not use cutting torches until work area is cleared of flammable materials. Maintain portable fire - suppression devices during flame- cutting operations. 2. Maintain adequate ventilation when using cutting torches. 3. Locate demolition equipment and remove debris and materials so as not to impose excessive loads on supporting walls, floors, or framing. B. Site Access and Temporary Controls: Conduct demolition and debris - removal operations to ensure minimum interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities. 1. Do not close or obstruct streets, walks, walkways, or other adjacent occupied or used facilities without written permission from Owner and authorities having jurisdiction. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction. 2. Use water mist and other suitable methods to limit spread of dust and dirt. Comply with governing environmental- protection regulations. Do not use water when it may damage adjacent construction or create hazardous or objectionable conditions, such as ice, flooding, and pollution. 3.5 MECHANICAL DEMOLITION A. Equipment: Disconnect equipment at nearest fitting connection to services, complete with service valves. Remove as whole units, complete with controls. B. Below -Grade Construction: Demolish foundation walls and other below -grade construction. 1. Remove below - grade construction including foundation walls and footings completely. C. Existing Utilities: Demolish existing utilities and below grade utility structures that are within area for new construction including site work. Abandon utilities outside this area. 1. Fill abandoned utility structures with satisfactory soil materials according to backfill requirements in Division 2, Section 02300 — Earthwork. 3.6 EXPLOSIVES USAGE IN DEMOLITION A. Explosives: Use of explosives is not permitted. DEMOLITION D Irk: ,r.enr� r air Demolition Section 02060 02060 - 3 © Bruce Dees & Associates 1003 Starl'ire Sports Soccer Complex May 21, 2003 3.7 SITE RESTORATION A. Below -Grade Areas: Rough grade below -grade areas ready for further excavation or new construction. 3.8 REPAIRS A. General: Promptly repair damage to adjacent construction cased by demolition operations. 3.9 RECYCLING DEMOLISHED MATERIALS A. General: Separate recyclable demolished materials from other demolished materials to the maximum extent possible. Separate recyclable materials by type. 1. Provide containers or other storage method approved by Owner's Representative for controlling recyclable materials until they are removed from Project site. 2. Stockpile processed materials on -site without intermixing with other materials. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust. 3. Stockpile materials away from demolition area. Do not store within drip line of existing trees indicated to remain. 4. Store components off the ground and protect from the weather. 5. Transport recyclable materials off Owner's property and legally dispose of them. B. Recycling Incentives: Revenues, savings, rebates, tax credits, and other incentives received from recycling building demolition materials shall accrue to Contractor. 3.10 DISPOSAL OF DEMOLISHED MATERIALS A. General: Except for items or materials indicated to be recycled, salvaged, or otherwise indicated to remain on Owner's property, remove demolished materials from Project site and legally dispose of them in an EPA - approved landfill. 1. Do not allow demolished materials to accumulate on -site. 2. Remove and transport debris in a manner that prevents spillage on adjacent surfaces and areas. B. Burning: Burning of demolished materials is not permitted. 3.11 CLEANING A. Clean adjacent improvements of dust, dirt, and debris caused by demolition operations. Return adjacent areas to condition existing before demolition operations began. END OF SECTION 02060 DEMOLITION 4t Demolition Section 02060 02060 - 4 m Bruce Dees & Associates 2003 tP Starfire Sports Soccer Complex Temporary Erosion Control May 21, 2003 Section 02100 SECTION 02100 — TEMPORARY EROSION CONTROL PART 1 - GENERAL z 1.1 SUMMARY z cc 6 O 0 • o J H U) LL, w 2 w ? • a = w z � 1- 0 Z I— w • w 0 O - O H A. Work in this section includes: 1. Temporary erosion control, including catch basin fabric covers and erosion control fence. 2. Stabilized construction entrance. 3. Maintenance of erosion control measures. B. Related Sections: 1. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this section. 1.2 SUBMITTALS A. Erosion Control Plan: Submit an erosion control plan meeting the City of Tukwila Standards. w 1 . I dentify erosion control measures to be used for each phase of construction. I v 2. The erosion control plan shall employ best management policies. u. p 3. Minimal erosion control measures to be implemented at the commencement of iii Z construction are shown on the drawings. v 0 PART2- PRODUCTS 2.1 CONSTRUCTION FENCE A. High density polyethylene laminar netting, 4' high. Tenax Alpi Safety Fence or _•.i equal. 2.2 SILTATION FENCE A. Filter Fabric: Woven geotextile, Synthetic Industries 135st or approved equal, with a flow rate of 4 -8 gpm/ft (ASTM D- 4491), minimum trapezoidal tear (ASTM 4533) at 65 lbs., mullen burst of 300 psi (ASTM D3786) and puncture strength of 80 lbs. (ASTM D4833). TEMPORARY EROSION CONTROL 02100 - 1 © Bruce Dees & Associates 2003 �. idJ.' •*CMaX'tEiN�xAdf Sgi�tr7W!! "�s"$'b?I".LiA,.'V.!Ixie''•"r.'M q.:.(P}' z Starfire Sports Soccer Complex Temporary Erosion Control May 21, 2003 Section 02100 2.3 STABILIZED CONSTRUCTION ENTRANCE A. Sieve Size 8 " 3" 3/» 2.4 CHECK DAMS 3.1 GENERAL PART 3 - EXECUTION Percent Passing 100 40 max 10 max A. 2 " -4" Rock: 100% passing a 4" square and 0 -5% passing a 2" square. A. Prior to overall site grading, clearing, or demolition, construct silt fence or construc- tion fence and maintain throughout project duration. 3.2 CONSTRUCTION FENCE A. Construct as detailed and at locations shown on the plans. 3.3 CATCH BASINS A. Insert layer of filter fabric between the frames and grates to minimize storm sewer system siltation. B. Monitor and periodically clean the filter fabric to ensure that water freely drains into the catch basin. 3.4 PROJECT CLOSEOUT A. Remove temporary silt fence or construction fence in accordance with the work sequence listed on the plan. END OF SECTION 02100 TEMPORARY EROSION CONTROL 02100 -2 ©Bruce Dees & Associates 2003 •+N • Starfire Sports Soccer Complex May 21, 2003 SECTION 02110 — TREE PROTECTION PART 1 - GENERAL z 1.1 SUMMARY z A. Work in this Section includes: 1. Site photographic documentation. 0 v 0 2. Protection of existing trees. 0 0 3. Pruning of existing trees. J = H 4. Tree replacement. N u_ 5. Removal of salvage material not used at the project clean -up. w 0 2 B. Related sections: g Q 1. Drawings and General Provisions of the Contract, including General and u) v Supplementary Conditions and Division 1 Specification Sections, apply to this I W section. z F = .,. 2. Section 02230 —Site Clearing z O 3. Section 02300 — Earthwork. w • w U � O N 111 A. Submit a tree protection plan for project work areas inside project Limit of Work. - p 1. Correlate plant protection to the project schedule. u. O z u.i U= F. 1.2 SUBMITTALS 1.3 WARNING A. Owner's Representative may ORDER THE WORK STOPPED if unauthorized use of protected area is occurring, or if tree protection fencing is not restored within 24 hours of notice to do so. PART 2 - PRODUCTS 2.1 TREE PROTECTION FENCING A. Six (6) foot height chain link fabric & 2" x 8 foot high steel stake posts TREE PROTECTION u4 .i.:wla� ::tatxi;:i.wxa:dZ�;ur w.u.� “Mw WM tiwn 11 4,..V:k44.41 4; .+u Tree Protection Section 02110 02110 - 1 © Bruce Dees & Associates 2003 z Starfire Sports Soccer Complex May 21, 2003 PART 3 - EXECUTION 3.1 GENERAL A. Plant protection applies to trees to remain within the limit of Work and those which are in the vicinity of the limit of Work and which may be affected by construction activity. z cc w 3.2 SITE PHOTOGRAPHY DOCUMENTATION o o co o A. The Owner's Representative, together with a representative for the Contractor, shall w photograph the site prior to construction to document original site conditions. This co uL , photo record will include, but not be limited to, existing trees to remain. w o gQ 3.3 TREE PROTECTION N w A. Trees to be protected are designated on the Plans. Protect this vegetation against z '— unnecessary cutting, breaking of branches, skinning or bruising of bark, breaking or skinning roots, root zone compaction, smothering of trees by stockpiling construction W w materials or excavated materials within drip line, excess foot or vehicular traffic, or v vehicles parking within the drip line. 0 D- 1. Provide temporary tree protection fence as specified to protect tree drip lines and ° F- ed to remain. v w� B. Maintain all trees within project Limit of Work in a healthy and flourishing condition z until Substantial Completion. U 1 Protection and maintenance includes, but is not limited to: surrounding identified p I- trees with tree protection fencing; aerating compacted soils; controlling surface z runoff; expertly pruning and treating threatened or damaged branches and roots; and watering of trees and other vegetation as required to maintain their health during course of construction operations. C. From the first day of construction mobilization through the final site clean -up, have on- site the appropriate pruning tools such as pruning saw and a pair of loppers. D. Identify trees and plants to be removed on the Site prior to commencing work. 1. Bring any discrepancies between site conditions and Contract Drawings to the immediate attention of the Owner's Representative. 2. Mark trees and plants to be removed and obtain Owner's Representative's subsequent instruction for protection of adjacent plant materials. E. Carefully plan and execute operations to avoid damage to existing trees and plants scheduled to remain. F. Perform any heavy equipment work from angles and directions that minimize compaction to tree roots in the site area. TREE PROTECTION Tree Protection Section 02110 02110 - 2 ©Bruce Dees & Associates 2003 `.),,,t 'l bz'esi,o Al t; Starfire Sports Soccer Complex May 21, 2003 Tree Protection Section 02110 1. Under the supervision of the Owner's Representative, tie back all flexible limbs and overhead branches, which may, in the opinion of the Owner's Representative be damaged by equipment passage or activity. 2. No tree limbs may be removed without the prior written approval of the Owner's Representative. G. Protection of Existing Tree Roots and Vegetation: 1. Cut off roots cleanly with appropriate tool when roots are exposed due to grading and excavation activities. 2. Eliminate all tears and breaks in root surfaces. 3. Provide protection for roots over 1 -1/2" diameter that are cut during construction operations. Coat cut faces with an emulsified asphalt, or other acceptable coating, formulated for use on damaged plant tissues. 4. During time of exposure, temporarily cover exposed roots and keep moist with wet mulch and burlap or equivalent to prevent roots from drying out. Cover with earth as soon as possible. 5. Hand -dig trenches in areas with extensive roots. 6. Where possible, leave intact and undamaged roots larger than two (2) inches in diameter. Place utility conduit either under roots by tunneling or over roots with adequate bedding. 3.4 TREE PROTECTION FENCING LOCATION A. Locate tree protection fence generally one (1) foot out for every one -inch diameter of tree or trunk, but in no case closer than six (6) feet from the trunk of any tree. This area is considered the critical root zone (CRZ). The drip line is understood to be the line on the ground of points projected vertically from the ends of farthest branches of the tree. Stake fencing location and receive Owner Representative's final approval prior to fencing installation. 3.5 INSTALLATION OF TREE AND SITE PROTECTION FENCING A. Post Installation: 1. Install posts at 4' -0" o.c. spacing. 2. Drive posts deep enough to remain rigid during subsequent excavation and grading. 3. Do not compact soil inside the fence line during post installation. Do not use heavy equipment for this operation. B. Provide diagonal bracing to vertical posts at enclosures corners and wherever needed to ensure fence rigidity. C. Fence fabric shall be tight to grade at the bottom edge, and stretched uniformly between posts. 1. Top of fabric shall be a minimum of six (6) feet above grade. 2. Attached fabric to posts at 12" o.c. TREE PROTECTION 02110 -3 © Bruce Dees & Associates 2003 �i:;�xtitia;k�ar Euy Starfire Sports Soccer Complex May 21, 2003 3. Install fabric to form completely closed area around trees. 3.6 MAINTENANCE 3.7 USE OF AREA WITHIN PROTECTION FENCING 3.8 USE OF AREA ADJACENT TO PROTECTION FENCING Tree Protection Section 02110 A. Maintain fence in specified location and good condition until completion of site operations and delivery of equipment and material, except where directed otherwise in writing by the Owner's Representative. 1. Repair fencing immediately when damaged, regardless of cause of damage. B. Tree protection fencing may be removed temporarily, for specific construction operations, only when explicitly approved IN WRITING by the Owner's Representative. A. Do not use area within protective fence for operation or storage. Use of the area within the fence area or CRZ shall be only as approved by the Owner's Representative. B. Alter no grades within the required protective fence line except as directed during the fine grading operations at the conclusion of site development. C. Control soil moisture within the protected area. Prevent flooding of the soil, and protect root areas from leacheate, cement, oil, fuel and lubricating oil, and all other contaminants. A. Do not store materials potentially harmful to tree roots adjacent to protected areas. Potentially harmful materials include, but are not limited to: petroleum products; cement and concrete additives; lime; paint coating; waterproofing agents; form coatings; detergents; acids; cleaning agents; etc. 3.9 TREE PROTECTION REMOVAL A. Remove tree protection fencing at the conclusion of construction operations, or if at a point before final acceptance of the work when fine grading, topsoil, or planting work is required within the protective fence. 1. Remove and dispose of protective fencing and other temporary facilities erected for tree protection, including crushed stone and filter fabric. TREE PROTECTION 02110 - 4 © Bruce Dees & Associates 2003 i3y2:2?i7��1!Y4H tE Starfire Sports Soccer Complex May 21, 2003 3.10 DAMAGES FOR LOSS OR INJURY TO EXISTING TREES TREE PROTECTION Tree Protection Section 02110 A. Replace any and every tree lost or, in the opinion of the Owner's Representative, irreparably damaged as a result of failure of the Contractor to protect or to adequately maintain existing trees. 1. Trees which fail to fully foliate in the first or second spring following completion of construction operations may be presumed to have been lost due to construction operations. B. Replace trees with healthy specimens of the same species and size except where agreed otherwise in writing with the Owner's Representative. 1. Maintain and guarantee the health of replacement trees for one (1) full year from the date of installation. C. Completely remove and dispose of any tree lost or irreparably damaged as a result of Contractor's failure to protect or maintain trees to remain. D. In the event a damaged or lost tree cannot be replaced in kind, Contractor shall pay to the Owner as liquidated damages: 1) a sum equal to the value of each lost tree as determined by the most current Guide for Establishing Values of Trees and Other Plants by the Council of Tree and Landscape Appraisers, plus an amount of $1,500 per tree in compensation for the efforts of the Architect in administering and overseeing the replacement; OR 2) a sum of $8,000, whichever is larger. E. Locate and install replacement trees in accordance with the instructions of the Owner's Representative. The Owner's Representative is not bound to replace lost trees in the same location at their discretion. F. In the event of injuries to the crown, trunk or root system of any tree to remain resulting from the Contractor's failure to protect and /or maintain such tree, the Owner's Representative may elect to retain the tree and hold the Contractor liable for compensation, the just value of which is determined by the Guide for Establishing Values of Trees and Other Plants. 3.11 PRUNING EXISTING TREES A. Repair trees and vegetation indicated to remain, which are damaged by construction operations, in a manner acceptable to Owner's Representative. 1. Employ a certified arborist to repair damages to trees and shrubs. 2. Allow trimming only after consultation with the Owner's Representative 3. All tree pruning shall be approved by the Owner's Representative. B. Limbs and branches that have been broken shall be cut off cleanly above the nearest crotch in accordance with good horticultural practice. 1. Sterilize equipment with alcohol prior to and during trimming and pruning operations. 2. Carry out all pruning of damaged trees to the complete satisfaction of the Owner's Representative. 02110 - 5 © Bruce Dees & Associates 2003 4<'if a :2'43204r ,4 '.5 Starfire Sports Soccer Complex May 21, 2003 TREE PROTECTION Tree Protection Section 02110 C. Ensure that existing trees remaining on the project site shall be in as good condition at completion of the work as at the commencement of the work. If such a condition does not exist at the completion of the work, Contractor assumes responsibility to provide corrective or replacement new material as directed by the Owner's Representative. D. All costs for the repair of any damage to trunks or major limbs three inches (3 ") in z diameter or larger requiring, in the opinion of the Owner's Representative, the attention z of a professional tree surgeon shall be borne entirely by the Contractor. • w 1. All costs incurred in existing tree protection shall be considered incidental to the contract. Y.� 6 v O 0 END OF SECTION 02110 co I N LL w 2 I Z = ZO w 0 5 . O 1— w 1- U. p w z. U 2 0 02110 -6 ©Bnuce Dees & Associates 2003 z SECTION 02230 — SITE CLEARING r PART 1 - GENERAL 1.1 SUMMARY r.d 1 txst Starfire Sports Soccer Complex May 21, 2003 A. This Section includes the following: 1. Protecting existing items to remain. 2. Removing trees and other vegetation. 3. Clearing and grubbing. Site Clearing Section 02230 B. Related Documents 1. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 MATERIALS OWNERSHIP A. Except for materials indicated to be stockpiled or to remain Owner's property, cleared materials shall become Contractor's property and shall be removed from the site. 1.3 SUBMITTALS A. Photographs or videotape, sufficiently detailed, of existing conditions of trees and plantings, adjoining construction, and site improvements that might be misconstrued as �! damage caused by site clearing. B. Record drawings according to Section 01770 — Closeout Procedures. 1. Identify and accurately locate capped utilities and other subsurface structural, electrical, and mechanical conditions. 1.4 QUALITY ASSURANCE A. Pre - Installation Conference: Conduct conference at Project site to comply with requirements in Division 1, Section 01310 — Project Management & Coordination. B. All work shall conform to applicable portions of the Standard Specifications for Road, Bridge, and Municipal Construction, 2002 Edition, and Standard Plans as prepared by the Washington State Department of Transportation and APWA, unless otherwise specified herein, on the plans, or as detailed. All workmanship and materials shall conform to these "Standard Specifications." Work required, but not listed within the attached bid proposal shall be considered incidental items and shall be included in the lump sum bid price. SITE CLEARING 02230 - 1 © Bruce Dees & Associates 2003 hItt Starfirc Sports Soccer Complex May 21, 2003 1.5 PROJECT CONDITIONS A. Reference Bench Marks and Monuments: Maintain benchmarks, monuments, and all other reference points. If disturbed or destroyed, replace in manner as approved without additional cost to Owner. B. Existing Utilities: Locate existing underground utilities in areas of work utilizing a private locator service. If utilities are to remain in place, provide adequate means of support and protection during earthwork operations. 1 Should uncharted, or incorrectly charted, piping or other utilities be encountered during excavation, consult utility owner immediately for direction. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner. 2. Do not interrupt existing utilities serving facilities occupied and used by Owner or others, during occupied hours, except when permitted in writing by Designated Authority and then only after acceptable temporary utility services have been provided. C. Traffic: Conduct site clearing operations to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities. 1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without prior written permission from Owner and authorities having jurisdiction. 2. Provide alternate routes around closed or obstructed traffic ways if required by authorities having jurisdiction. 3. Utilize only certified flaggers to maintain traffic flow. D. Protection of Existing Improvements: Provide protections necessary to prevent damage to existing improvements indicated to remain in place. E. Protect improvements on adjoining properties and on Owner's property. F. Restore damaged improvements to their original condition, as acceptable to property owners. G. Protection of Existing Trees and Vegetation: Protect existing trees and other vegetation indicated to remain in place (per Section 02110 — Tree Protection). H. Any clearing occurring beyond the clearing limits, as defined by the temporary erosion control fences and construction fences shown on the Plans, shall be restored to original conditions to the satisfaction of the Owner. Buffer areas will be restored to the appropriate wetland mitigation planting level. PART 2 - PRODUCTS 2.1 TEMPORARY CONSTRUCTION FENCING A. Six (6) foot height chain link fabric & 2" x 8' high steel stake posts. SITE CLEARING Site Clearing Section 02230 02230 - 2 © Bruce Dees & Associates 2003 €a: rlkSi6ri Starfire Sports Soccer Complex May 21, 2003 PART 3 - EXECUTION 3.1 PREPARATION A. Protect and maintain benchmarks and survey control points from disturbance during construction. B. Provide erosion - control measures (per Section 02100 — Temporary Erosion Control) to prevent soil erosion and discharge of soil- bearing water runoff or airborne dust to adjacent properties and walkways. C. Locate and clearly flag trees and vegetation to remain or to be relocated (per Section 02110 — Tree Protection). D. Protect existing site improvements to remain from damage during construction. 1. Restore damaged improvements to their original condition, as acceptable to Owner. 3.2 INSTALLATION OF TEMPORARY CONSTRUCTION FENCING A. Locate as shown on the Drawings. 1. Owner's Representative shall review and approve proposed fence location in writing prior to fence installation. B. Drive posts deep enough to remain rigid during subsequent excavation and grading. 1. Take care not to compact soil inside the fence line during post placement. Do not use heavy equipment for this operation. 2. Install posts at 4' -0" o.c. spacing. C. Provide diagonal bracing of vertical posts at enclosure corners and wherever needed to ensure fence rigidity. D. Install fence fabric tight to grade at the bottom edge, and stretched uniformly between posts. 1. Top of fabric shall be a minimum of six (6) feet above grade. 2. Attached fabric to posts at 12" o.c. 3.3 CLEARING AND GRUBBING A. General: Remove trees, shrubs, grass and other vegetation, improvements, or obstructions as required to permit installation of new construction. Remove similar items elsewhere on site or premises as specifically indicated. "Removal" includes digging out and off -site disposing of stumps and roots. 1. Cut minor roots and branches of trees indicated to remain in a clean and careful manner, where such roots and branches obstruct installation of new construction (see also Section 02110 — Tree Protection). SITE CLEARING Xi. . Site Clearing Section 02230 02230 - 3 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 B. Catch Basins: Exercise care in work process to protect new and /or existing drainage systems, which are to remain, from infiltration of foreign materials through grates at catch basins. Install layer of filter fabric (per Section 02100 — Temporary Erosion Control) between the frame and grate to retain debris and allow drainage. C. Clearing Limits: Establish and clearly mark proposed clearing limits. 1. Once the clearing limits have been established call for inspection by the Owner's Representative or other Designated Authority. 2. Adjust the clearing as directed. Minor adjustments may be made to preserve /protect desired trees /vegetation. These adjustments and any additional clearing shall be considered as incidental to clearing and grubbing and no additional compensation will be paid. 3. Once clearing limits are approved by the Owner's Representative or other Designated Authority, install temporary construction fence or erosion control fence. a. Removal of existing trees indicated to remain: All trees lying outside the clearing limits are to remain and are to be undamaged and undisturbed. Trees located outside the clearing limits which are removed or damaged beyond recovery shall be assessed to the Contractor per Section 02110, 3.9 for each tree over 3" caliper. D. Remove obstructions, trees, shrubs, grass, and other vegetation to permit installation of new construction. Removal includes digging out stumps and obstructions and grubbing roots (see also Section 02110 — Tree Protection). 1. Do not remove trees, shrubs, and other vegetation indicated to remain or to be relocated. 2. Cut minor roots and branches of trees indicated to remain in a clean and careful manner where such roots and branches obstruct installation of new construction. 3. Completely remove stumps, roots, obstructions, and debris extending to a depth of 18 inches below proposed subgrade. 4. Use only hand methods for grubbing within drip line of remaining trees. E. Fill depressions caused by clearing and grubbing operations with satisfactory soil material, unless further excavation or earthwork is indicated. 1. Place fill material in horizontal layers not exceeding 8" loose depth, and thoroughly compact to a density equal to adjacent original ground. 2. Place fill material in accordance with Section 02300 — Earthwork. 3.4 SITE IMPROVEMENTS A. Remove existing above- and below -grade improvements as indicated and as necessary to facilitate new construction. B. Remove slabs, paving, curbs, gutters, and aggregate base as indicated. 1. Unless existing full -depth joints coincide with line of demolition, neatly saw -cut length of existing pavement to remain before removing existing pavement. Saw -cut faces vertically. SITE CLEARING . wt.ww•• „..„, 4, .•L•. , u`wuB «S.i + �`iilti a. k, ,k•nDa'rru oik.!,,east441,,.. sw - 6. i+Y I.� Site Clearing Section 02230 02230 - 4 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 3.5 REUSE & DISPOSAL A. Disposal: Remove surplus soil material, unsuitable soil, obstructions, demolished materials, and waste materials, including trash and debris, and legally dispose of them off of the Owner's property. B. Burning: Burning of demolished materials is not permitted. END OF SECTION 02230 SITE CLEARING Site Clearing Section 02230 02230 - 5 © Bruce Dees & Associates 2003 N-. `-' PART 1 - GENERAL Starfire Sports Soccer Complex May 21, 2003 SECTION 02300 - EARTHWORK 1.1 SUMMARY w o_ A. This Section includes the following: v 1. Grading to finish subgrade and preparing subgrades for walls, walks, pavements, lawns, U O and synthetic turf fields. co w J B. Related Documents w u_ 1. Drawings and General Provisions of the Contract, including General and Supplementary w 0 Conditions and Division 1 Specification Sections, apply to this Section. 2 u. D 1.2 DEFINITIONS w Z = A. "Backfill": Soil materials used to fill an excavation. i— 0 z � B. "Borrow ": Satisfactory soil imported from off -site for use as fill or backfill. 2 U C. "Excavation ": Removal of material encountered above subgrade elevations. o I ` 1. "Additional Excavation ": Excavation below subgrade elevations as directed by Owner's = w Representative. I— _ 2. "Unauthorized Excavation ": Excavation below subgrade elevations or beyond indicated �' p dimensions without direction by Owner's Representative. tii z U= D. "Fill ": Soil materials used to raise existing grades. 0 E. "Structures ": Footings, retaining walls, slabs, curbs, and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface. F. "Subgrade ": Surface or elevation remaining after completing excavation, or top surface of a fill or backfill immediately below subbase, drainage fill, or topsoil materials. G. "Utilities ": include on -site underground pipes, conduits, ducts, and cables, as well as underground services within buildings. 1.3 SUBMITTALS Earthwork Section 02300 A. Samples: 1. % cubic foot samples, sealed in airtight containers, of each proposed soil material from borrow sources. B. Material Test Reports: From a qualified testing agency indicating and interpreting test results for compliance with requirements indicated: EARTHWORK 02300 - 1 © Bruce Dees & Associales 2003 z Starfire Sports Soccer Complex May 21, 2003 Earthwork Section 02300 1. Sieve analysis by a certified testing laboratory of each material specified, showing the percent passing for each sieve size specified. 1.4 QUALITY ASSURANCE A. Pre- Excavation Conference: Conduct conference at Project site prior to any earthwork operations. 1.5 PROJECT CONDITIONS A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted in writing by Owner and then only after arranging to provide temporary utility services according to requirements indicated: 1. Notify Owner not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Owner's written permission. 3. Contact utility - locator service for area where Project is located before excavating. PART 2 - PRODUCTS 2.1 SOIL MATERIALS A. Satisfactory Soils: On -site soil free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. B. Unsuitable Soils: All other soils including: 1. Satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction. C. Borrow (WSDOT 9- 03.14): Provide import borrow soil materials when sufficient satisfactory soil materials are not available from excavations. Aggregate for gravel borrow shall consist of granular material, either naturally occurring or processed, and shall meet the following requirements for grading and quality: EARTHWORK Sieve Size Percent Passing 1'A" square 100 %" square 25 min. U.S. No. 40 40 max. U.S. No. 200 7.0 max. Sand Equivalent 50 min. All percentages are by weight. 'If requested by the Contractor, the sieve size may be increased with the approval of the Engineer if it is determined that larger size aggregate will be satisfactory for the specified backfilling or embankment construction. 02300 - 2 c© Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 D. Backfill and Fill: Satisfactory soil materials. PART 3 - EXECUTION 3.1 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earthwork operations. B. Protect subgrades and foundation soils against freezing temperatures or frost. Provide protective insulating materials as necessary. C. Provide erosion - control measures to prevent erosion or displacement of soils and discharge of soil - bearing water runoff or airborne dust to adjacent properties and walkways. 3.2 DEWATERING A. Prevent surface water and ground water from entering excavations, from ponding on prepared subgrades, and from flooding Project site and surrounding area. B. Protect subgrades from softening, undermining, washout, and damage by rain or water accumulation. 1. Reroute surface water runoff away from excavated areas. Do not allow water to accumulate in excavations. Do not use excavated trenches as temporary drainage ditches. 2. Install a dewatering system to keep subgrades dry and convey ground water away from excavations. Maintain until dewatering is no longer required. 3.3 EXCAVATION, GENERAL A. Unclassified Excavation: Excavation to subgrade elevations regardless of the character of surface and subsurface conditions encountered, including rock, soil materials, and obstructions. 3.4 EXCAVATION FOR STRUCTURES A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus one -tenth foot (0.10'). Extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections. 1. Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work. EARTHWORK Earthwork Section 02300 02300 - 3 © Bruce Dees & Associates 2003 ,1Ytns=.7 TA.1�P':7,. w�V;.Mto?far. r�`r ;LiX?X�r�irtSYi M;'} Vd : P'f Iti'�C i' . if VOW" i.w.{. .�1.w ^i..�r�l+rr .�ti.i • • � 1�or�lRae��Mltl�i�{� Starfire Sports Soccer Complex May 21, 2003 3.5 EXCAVATION FOR WALKS AND PAVEMENTS A. Excavate surfaces under walks and pavements to indicated cross sections, elevations, and grades. 3.6 SUBGRADE APPROVAL A. Notify Owner's Representative when excavations have reached required subgrade. B. Cut Areas: After cutting to finish subgrade, proof roll subgrade at all cut areas to receive paving or structures with heavy pneumatic -tired equipment or a 2,000 lb. roller to identify soft pockets and areas of excess yielding. Do not proof roll wet or saturated subgrades. 1. Any soft cut areas identified by the Geotechnical Engineer, and if directed by the Geotechnical Engineer, shall be overexcavated to a depth determined by the Engineer, the excavated material aerated, and the aerated material recompacted. 2. Payment for removal and recompaction shall be negotiated. 3. In the event the Geotechnical Engineer determines the existing soil to be unsuitable, the cost for removal and replacement with borrow shall be as set forth in the Bid Proposal. C. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, at the Contractor's expense. 3.7 UNAUTHORIZED EXCAVATION A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill may be used when approved by Owner's Representative. 1. Fill unauthorized excavations under other construction or utility pipe as directed by Owner's Representative. 3.8 SOIL MATERIALS STORAGE A. Stockpile borrow materials and satisfactory_ excavated soil materials. Stockpile soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust. 1. Stockpile soil materials away from edge of excavations. Do not store within drip line of trees noted to remain. EARTHWORK Earthwork Section 02300 2. Excavation for Underground Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus one -tenth foot (0.10'). Do not disturb bottom of excavations intended for bearing surface. 02300 - 4 © Bruce Dees & Associates 2003 aSB.''A. year i .a'L'liiJ1S'$i4C . ., Starfire Sports Soccer Complex May 21, 2003 3.9 BACKFILL A. Place and compact backfill in excavations promptly, but not before completing the following: 1. Surveying locations of underground utilities for record documents. 2. Inspecting and testing underground utilities. 3. Removing concrete formwork. 4. Removing trash and debris. 5. Removing temporary shoring and bracing, and sheeting. 6. Installing permanent or temporary horizontal bracing on horizontally supported walls. 3.10 FILL A. Preparation: Remove vegetation, topsoil, debris, unsatisfactory soil materials, obstructions, and deleterious materials from ground surface before placing fills. B. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material. C. Place and compact fill material in layers to required elevations. Under footings and foundations, use engineered fill. 3.11 MOISTURE CONTROL A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill layer before compaction to within 2 percent of optimum moisture content. 1. Do not place backfill or fill material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air -dry, otherwise satisfactory soil material that exceeds optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight. 3.12 COMPACTION OF BACKFILLS AND FILLS A. Place backfill and fill materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand - operated tampers. B. Place backfill and fill materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure. C. Compact soil to not less than the following percentages of maximum dry unit weight according to ASTM D 1557: 1. Under structures, paths, walks, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill material at 95 percent. 2. Under field, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill material at 90 percent. EARTHWORK .Sis�it'd Earthwork Section 02300 02300 - 5 © Bruce Dees & Associates 2003 os�.F• Fat- t! M;' aR •hE'ft „'•�.#'f;1R' Starfire Sports Soccer Complex May 21, 2003 3.13 GRADING EARTHWORK Earthwork Section 02300 3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill material at 85 percent. A. General: Uniformly grade areas to a smooth surface, free from irregular surface w changes. Comply with compaction requirements and grade to cross sections, lines, and ce 2 elevations indicated. 1. Provide a smooth transition between adjacent existing grades and new grades. a.. 0 O 2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface w ILI tolerances. B. Site Grading: Slope grades to prevent ponding. Finish subgrades to required elevations . within the following tolerances: 1. Lawn or Unpaved Areas: Plus or minus one -tenth foot (0.10'). 2. Pavements: Plus or minus five- hundredths foot (0.05'). co a 3. Walks: Plus or minus one -tenth foot (0.10'). H = z F i— O Z F 3.14 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified independent geotechnical engineering o cn testing agency to perform field quality control testing. o F- W B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. o Proceed with subsequent earthwork only after test results for previously completed - z di to work complies with requirements. v = C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be 0 performed to verify design- bearing capacities. Subsequent verification and approval of other footing subgrades may be based . on a visual comparison of subgrade with tested subgrade when approved by Owner's Representatiave. D. Testing agency will test compaction of soils in place according to ASTM D 1556, ASTM D 2167, ASTM D 2922, and ASTM D 2937, as applicable. Tests will be performed at the following locations and frequencies: 1. Paved Slab Areas: At subgrade and at each compacted fill and backfill layer, at least one test for every 2,000 sq. ft. or less of paved area or slab, but in no case fewer than three tests. 2. Foundation Wall Backfill: At each compacted backfill layer, at least one test for each 100 feet or less of wall length, but no fewer than two tests. 3. Trench Backfill: At each compacted initial and final backfill layer, at least one test for each 150 feet or less of trench length, but no fewer than two tests. E. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil to depth required; recompact and retest until specified compaction is obtained. 02300 - 6 © Bruce Dees & Associates 2003 1c S?�ti»4 ...a ", € t '»erg urge . J Starfire Sports Soccer Complex May 21, 2003 3.15 PROTECTION A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris. B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions. 1. Scarify or remove and replace soil material to depth as directed by Owner's Representative; reshape and recompact. C. Where settling occurs before Project one year warranty period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing. 1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to the greatest extent possible. 3.16 DISPOSAL OF SURPLUS AND WASTE MATERIALS A. Disposal: Remove surplus satisfactory soil and waste material, including unsuitable soil, trash, and debris, and legally dispose of it off Owner's property. 3.17 BORROW EARTHWORK Earthwork Section 02300 A. Determine quantities of cut and fill. In the event there is insufficient on -site fill material, use import borrow under the synthetic turf field or paved surfaces only. Import borrow shall not be used as fill in any of the planted areas. The cost for import borrow shall be incidental to the lump sum contract price. END OF SECTION 02300 02300 - 7 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 SECTION 02510 — DOMESTIC WATER PART 1 - GENERAL 1.1 SUMMARY DOMESTIC WATER A. The work consists of all domestic service lines, water main extension, fire hydrant installation, ground hydrants, and other associated work. B. Related Sections include the following: 1. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 2. Division 2, Section 02300 — Earthwork. 3. Division 3, Section 03300 — Cast -In -Place Concrete 1.2 QUALITY ASSURANCE A. All workmanship and materials shall be in accordance with the latest "English" unit edition of the Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT /APWA). The Standard Specifications, except as they may be modified or superseded by the City of Tukwila's Design and Construction Standards and these plans, shall govern all phases of work. B. Notify the City Inspector of a person who can be contacted on a 24 -hour basis regarding problems during construction. C. Call underground locate line at 1- 800 - 424 -5555 a minimum of 72 hours prior to any excavations. 1.3 SUBMITTALS A. Product data sheets for all manufactured materials. B. Samples and sieve analysis on bedding. PART 2 - PRODUCTS 2.1 GENERAL Domestic Water Section 02510 A. All materials shall be new and undamaged. Use the same manufacturer of each item throughout the Work. 02510 - 1 ©Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 B. Where reference is made to other specifications, it shall be the latest revision at the time of construction, except as noted on the plans or herein. C. All materials not specifically referenced shall comply with applicable sections of ANSI, ASTM, AWWA, or the APWA/WSDOT Standard Specifications. 2.2 FIRE SERVICE FITTINGS A. All fittings shall be long - bodied, cast or ductile iron, Class "D ", complying with applicable AWWA Specifications. Fittings shall be cement lined and either mechanical joint or flanged, as indicated on the drawings. Fittings shall be pressure rated for 150 psi. 2.3 FIRE SERVICE PIPE A. Ductile iron pipe shall conform to ANSI Specification A21.51 -1976, or AWWA Specification C151 -76, and current amendments thereto. 1. Iron grade shall be a minimum of 60- 42 -10. 2. The pipe shall be cement lined in accordance with AWWA C -104 to a minimum thickness of 1/16 ", and the exterior shall be coated with coal tar varnish. 3. Each length shall be plainly marked with the manufacturer's identification, year cast, thickness, class of pipe and weight. 4. The pipe shall be furnished with mechanical joint or push -on joint, conforming to ANSI Specification A21.11 (AWWA C- 1110), except where otherwise noted calling for flanged joints. 5. The ductile iron pipe shall be thickness Class 52. 2.4 FIRE HYDRANT A. As detailed in City of Tukwila standard detail WS-4. 2.5 VALVE BOX A. Rich Standard or equal. 2.6 WATER METERS A. 3" water meter to be provided by the City. 2.7 SERVICE CONNECTION DOMESTIC WATER Domestic Water Section 02510 02510 - 2 © Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 Domestic Water Section 02510 A. Taps: Tapping tees for "size -on- size" shall be of the full encirclement "mechanical joint" style, and shall be made of either cast or ductile iron. Mueller or other approved equal. B. Tapping Valve: Mueller T- 2360 -16 or approved equal. Valves to be complete with valve box. Rich or Olympic Foundary with 18" top section. C. Meter Valves: Mueller A- 2370 -6 with hand wheel or equal. One on each side of the meter. The valve shall be set upright with the highest point being eight inches (8 ") to ten inches (10 ") below finish grade. D. 2 inch (iron pipe size), 200 p.s.i SDR 9 poly pipe high MOL plastic as manufactured by Phillips Drisco pipe. E. 3 inch service lines to be ductile iron, Class 52. Pipe to be bedded in pea gravel, sand or crushed rock (3/4" minus or smaller) Swing joints must be installed at the tapping valve, at the meter valve, and at any change in direction of the service line when using galvanized pipe. Concrete thrust blocks and steel tie rods will be used at any change in direction of the service line when using ductile iron pipe. F. Bypass Assembly: Service must be installed with a 1 -1/2" meter bypass assembly. Flange spacing for bypass will be 13 -1/4 ". G. Meter Box: 3'x 4' vault, depth shall be a minimum of 28 ". The bottom of the box shall be below the bottom of the meter. A '4" diamond plate traffic lid shall be installed. A hinged inspection plate is to be installed over the meter register for meter reading, with meter 7 " -9" fro top of inspection plate. 2.8 PIPE BEDDING MATERIAL A. Crushed, processed, or naturally occurring granular material, essentially free from various types of wood waste or other extraneous or objectionable materials. It shall have such characteristics of size and shape that it will compact readily and shall meet the following specifications for grading and quality: 2.9 TRENCH BACKFILL Sieve Size Percent Passing 1" square 100% %" square 25 -80% U.S. No. 200 15.0% max. Sand Equivalent 35% Min. *All percentages by weight. A. 5/8" Crushed rock unless otherwise approved by the City. DOMESTIC WATER !0: 1: t1Yfk' Msh7! k.' YJxM '4s�i�!t >l#k?('7i"MyiYY._.7t. 02510 - 3 © Bruce Dees & Associates 2003 '�.'rAlt.4tar_plwreesm Starfire Sports Complex May 21, 2003 2.10 CORPORATION STOPS A. "FORD" or "MUELLER" of the type and style noted on the Standard Plans. 2.11 WATER MAIN VALVES 2.12 GROUND HYDRANTS 2.15 BLOCKING CONCRETE DOMESTIC WATER Domestic Water Section 02510 A. Resilient- seated gate valves complying with AWWA C509. Valves shall be iron -body resilient- seated gate valves with non - rising stems (NRS) opening to counter - clockwise and equipped with a two (2) inch square operation nut. Valves shall be rated at 200 P.S.I.G., working pressure, furnished with either flanged and /or mechanical joints as noted on the drawings. A. Jay R. Smith Mfg. Co. Figure 5810 non -freeze 1" bronze hydrant with bronze box, bronze casing and hose connection, integral vacuum breaker, and "T" handle key. Provide "Water" cast on cover. A. Class 3000 concrete. PART 3 - EXECUTION 3.1 GENERAL A. Before any construction or development activity, a Preconstruction meeting must be held between the Contractor, the City's Inspector, and other appropriate parties. B. The City Inspector must be notified at least 24 hours prior to commencing construction. Installation of all water main pipe and appurtenances, including placement and compaction of bedding and backfill, shall occur only when an authorized City representative of the City is present to directly observe the work. All costs of such inspection shall be paid by the Contractor. No part of the water system shall be put into use until the City has completed its normal inspections and has concluded that the work is acceptable. The City Inspector may waive this requirement on a case -by -case basis if continued evidence of sound construction practice by the Contractor so warrants. In any event, installations, which do not meet the requirements of these standards, shall be removed and replaced at the Contractor's sole expense. C. If, after the Contractor has given the City Inspector the required 24 hour notification prior to commencing construction and after a preconstruction conference has been held with the City where the Contractor has clearly defined the waterline construction schedule and if the City's inspector or representative is absent form the site during the 02510 - 4 0 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 Domestic Water Section 02510 time the Contractor has scheduled construction of the waterline, then such absence shall constitute the City's waiver of the requirement. D. No connection to the existing mains will be allowed except by means of an approved backflow prevention device prior to satisfactory flushing, testing, disaffection, and receipt of satisfactory bacteriological test results. E. All connection to existing water mains shall be a "wet tap" unless otherwise approved by the City of Tukwila. Taps on existing mains will be made by the Contractor. Wet taps may only be made by contractors or personnel approved by the City of Tukwila to perform that specialized work. Installation of wet taps must be observed by the Owner's Representative. 3.2 WATER QUALITY A. Implement water pollution controls and maintain until the project is accepted by the Owner. The Contractor shall familiarize himself with the requirement of the Department of Ecology and other regulatory agencies having jurisdiction over such matters. B. Chlorine residual from Water Main Testing or Disinfection: Water with chlorine residual shall be disposed of through sanitary sewers, storing and aerating, 'or percolation into the ground. Water containing a chlorine residual shall not be disposed •- of into the storm drainage system or any waterway. C. Oil and Chemical Storage and Handling: Storage area shall be diked. No disposal of oil products or waste on the site, including oil filters. The Contractor shall provide a waste disposal tank, if needed. 3.3 EXISTING UTILITIES A. When utility services occupy the same space as the new water service, perform all necessary excavation to fully expose such services. 1. Protect said services and work around them during excavating and pipe laying operations. 2. The Contractor is responsible for all damages to the services due to his operation and shall immediately notify the Owner's Representative and arrange for replacement of all damaged services. B. In the event of conflicts, remove and restore existing catch basin connections, inlet connections, drains, side sewers, inlets, and other sewerage and drainage facilities. All restoration shall be constructed to City of Tukwila standards. DOMESTIC WATER 02510 - 5 © Bruce Dees & Associates 2003 Sw4irAZI AC•Y Inoaw,MC.w. r. .. . Starfire Sports Complex May 21, 2003 3.4 TRENCH EXCAVATION AND BACKFILL A. Conform to the requirements of Section 7 -10 of the Standard Specifications except as modified herein and by the Standard Plans. z B. Perform all excavation of every description and of whatever substance encountered as w part of his trench excavation cost. e4 2 1. Unsuitable material below the bedding depth shall be removed and replaced with 6 v satisfactory materials as determined by the Owner's Representative. v o cn tu Lu u 1. The trench shall be kept free from water until joining has been completed. w a. Surface water shall be diverted so as not to enter the trench. b. Maintain sufficient pumping equipment on the job to insure that these provisions LL N C. Trench Dewatering: are carried out. _ U 2. When water is encountered to a degree that a successful trenching and pipe laying Z operation is hampered, Contractor shall dewater the trench. a. Determination of the method to be used to dewater trenched areas will be the w o responsibility of the Contractor, but any method used must be approved by the j o Owner's Representative and in accordance with standard details. c1 o I— D. Trenching operations shall not proceed more than 100 feet in advance of pipe laying w w I � LLo E. Place backfill in lifts not exceeding 12 inches in loose depth. Mechanically compact ti; z U = 0 z except with written approval by the Engineer. each lift to the following densities: 1. Domestic Water Section 02510 Along and over the pipe to a depth of one foot above the crown of the pipe — 90 percent of maximum density. 2. Above one foot above the crown of the pipe in unimproved areas — 90 percent of maximum density. 3. Above one foot above the crown of the pipe in areas to be paved (roadway and /or sidewalk) — 95 percent of maximum density. F. Compaction of trench backfill material shall be accomplished with mechanical tampers, vibratory compactors, or other equipment suitable to the soil characteristics. 1. Water settling shall not be employed. 2. The use of compaction equipment directly over the pipe shall be controlled and limited in accordance with installation instruction and recommendation provided by the pipe manufacturer. G. In -place density testing of compacted backfill material shall be in accordance with ASTM D 1556 (sand cone device) or ASTM D 2922 (nuclear density gauge). Laboratory maximum density testing of fill material shall be performed in accordance with ASTM D 1557. DOMESTIC WATER 02510 -6 0 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 3.5 SHORING 3.6 BEDDING 3.7 VALVE INSTALLATION DOMESTIC WATER a:;. �' c":: 1. �unri�T:':: 1.':W:irL'EfMf�iiM�''�''sii;�'! t� ,• *•. �j. �, �2;• �� „�,;�5.rlti}+�R�'Y.'I�G�'f.1Y ' :4c..« .. )r.vAu e rm+ ?ans. oxtO em .0,"=n1'r „ cr,Xn.Vt Can: Domestic Water Section 02510 H. A minimum of one compaction test is required for each 200 feet of trench or as directed by the City Inspector. 1. Trenches failing the required test shall have the backfill removed, replaced, and recompacted. 2. Compaction testing shall be done only by an approved testing laboratory at the Contractor's expense. 3. All test results and analysis shall be promptly given to the City Inspector. 4. The Owner reserves the right to contract with an independent testing laboratory for testing of trench backfill. I. When, after excavating for pipes to the foundation level, the existing material at the bottom of the trench is determined by the City Inspector to be unsuitable, excavation shall be continued to such additional depth as may be required by the City Inspector. 1. Replace unsuitable foundation material with foundation gravel conforming to Section 9- 03.17 of the Standard Specifications. 2. The cost for removal of unsuitable material and replacement shall be negotiated. A. The requirements of the Occupational Safety and Health Act (OSHA) and the Washington Industrial Safety and Health Act of 1973 (WISHA) shall apply to all excavation, trenching, and ditching operations on this project. 1. All trenches over four feet (4') in depth shall be shored, braced, and shielded in compliance with applicable Federal AND /OR State regulations. 2. Shoring, bracing, or shielding shall be required in all street area excavations, including those areas where all existing pavement is being removed. 3. Sloping to the angle of repose will be permitted only in noncritical, off - street areas. B. Provide shoring and cribbing of excavation and trenches in accordance with the provisions of Section 2 -09 of the Standard Specifications. C. The shoring system shall be a commercial available shoring system designed for the depths anticipated on the project. 1. The shoring system shall meet all requirements of the Washington State Safety and Health Act (WISHA) and United States federal Occupational Safety and Health Act (OSHA). A. All water pipe shall be bedded. Bedding shall be placed to a minimum depth of 6” under the barrel of the pipe to 6" over the top of the pipe. A. Set valves with the stems vertical. 1. The axis of the valve box shall be common with the projected axis of the valve stem. 2. The tops of the adjustable valve boxes shall be set to the existing or established grade, whichever is applicable. 02510 - 7 © Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 B. Place the valve box over the valve or valve operator in such a manner that the valve box does not transmit shock or stress loads to the valve. 1. The lower casting of the unit shall be installed so it is supported by a minimum backfill of not less than two inches in thickness. 2. The casting shall not rest directly upon the body of the valve or upon the water main. 3. Use 5" cast iron soil pipe for extension of valve boxes. 4. The flared end of the valve box base shall be set below the bottom section of the two -inch (2 ") operating nut or below the stuffing box. C. Valve operating nut extensions shall be in accordance with the Standard Plan "Valve Box and Valve Operating Nut Extension ". 3.8 CONNECTING TO EXISTING WATER MAIN A. Connect to domestic water main as shown on plans. Domestic Water Section 02510 B. Water Main Connections: To prevent contaminated water in the new main from entering the existing distribution system, a state approved backflow prevention device shall be used on the line supplying the water. Prior to use, the device and all necessary data shall be submitted to the City Engineer for approval. During the hydrostatic pressure test, the temporary connection between the new main and the existing distribution system shall be removed. C. No permanent connections to the existing system shall be made until the new water main has been tested and approved by the City Engineer. Temporary connections of the untested, unapproved new water main to the existing system shall not be made without the installation of an approved backflow prevention device between the new water main and the existing system. The Contractor shall verify the size, material, and location of the existing main at the connection point prior to installing the new connecting water main. The Contractor is required to design the connection and testing configuration for connection points. These shall not be constructed without design approval by the City Engineer. D. Prior to commencement of any work on a connection to an existing water main, assemble all materials, equipment, and labor necessary to properly complete the work. E. All connections to existing water mains shall be a "Wet Tap ", unless otherwise approved by the City of Tukwila. Wet taps may only be made by contractors or personnel approved by the City of Tukwila to perform that specialized work. F. "Wet Tap" connections as required to make tie -ins to the existing water mains shall consist of a tapping tee and tapping valve as approved by the City of Tukwila in accordance with the Standard Plan for "Connection to Existing Main." G. Where cut -in connection in lieu of wet tap connections are approved by the City of Tukwila, the City of Tukwila will shut off water supply in the existing main. The Contractor requiring the particular connection for the proposed water main extension DOMESTIC WATER 02510 -8 © Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 shall notify the City of Tukwila at least fifteen (15) days in advance of such required connection installation (and water main shutoff) so that the City may publish and distribute notices to the effected property owners. The water works material and labor for the connection and all other related items shall be furnished by the Contractors requiring the water main extension. The connection shall be in accordance with the Standard Plan for "Connection to Existing Main." Only the City of Tukwila will shut down the existing water main, and only the City will notify the owners effected by the water shutoff. The connection must be completed within the time allowed by the City in order to minimize disruption of service. All City of Tukwila's cost and expense for the above work shall be paid for by the Contractor. 3.9 PIPE & FITTINGS Domestic Water Section 02510 A. Provide concrete blocking at all fittings and horizontal or vertical angle points. 1. Wrap all fittings to be blocked with 8 -mil polyethylene plastic. 2. At no time will the blocking concrete cover joints and bolt heads or nuts. 3. Form blocking with plywood or other acceptable forming materials and shall not be poured around joints. 4. The forms shall be stripped prior to backfilling. 5. Concrete thrust blocks must be in place at least 24 hours before beginning the pressure test. B. Pipe Installation for Water Mains: Provide a 42 inches minimum cover of pipe from top of pipe to finish grade. The minimum cover for water mains may be reduced to 24 inches, when approved by the City Engineer, to provide for as much vertical separation as possible. Adjustment in depth to avoid conflicts with other utilities shall be accomplished by either deflecting the pipe at the joints in conformance with manufacturer's recommendations or by the use of vertical bends and thrust blocking. The Contractor shall lay the pipe at grades, which limit high points in the waterline to the specific locations indicated on the construction plans. C. Pipe Restraint Methods: 1. Restrain fire hydrants with 3 /" all- thread shackle rods. 90 degree elbows shall also be restrained with shackle rods and pipe clamps. 2. Shackle rods shall be connected to mechanical joints using "star" bolts (ductile iron lugs not allowed). 3. Shackle rods shall be galvanized and painted with two coats asphalt varnish. 4. All pipe restraint systems and their application must be approved by the City Engineer. 3.10 HYDROSTATIC TESTS A. Mains and appurtenances shall be disinfected when being tested. 1. Perform disinfection in accordance with AWWA Standard C -601. 2. Disinfect and test the waterline pipes before placing in service. DOMESTIC WATER 02510 -9 © Bruce Dees & Associates 2003 ;�arRt,�dru±AV� Starfire Sports Complex May 21, 2003 3. All pumps, gauges, plugs, saddles, corporation stops, miscellaneous hose and piping, and measuring equipment necessary for performing the test shall be furnished, installed and operated by the contractor. All fittings shall be swabbed with a very strong chlorine solution (5 -6% CL), in accordance with AWWA Standard C -601. 4. The section to be disinfected shall be thoroughly flushed at maximum flow prior to chlorinating. and disinfection shall take place after all underground utilities are installed and w B. Testing P t c4 2 compaction of the trench section is complete. 6 JU 00 C. Backfill pipelines sufficiently to prevent movement of the pipe under pressure. cn 1. All thrust blocks shall be in place and time allowed for the concrete to cure before w testing. N u _ 2. Where permanent blocking is not required, the contractor shall furnish and install ul temporary blocking. 2 D. Water mains and appurtenances shall be pressure tested in accordance with Section 7- N a 11.3 (11) of the Standard Specifications and modified by the City of Tukwila. All water w mains and appurtenances shall be pressure tested for leakage in accordance with City of z Tukwila requirements, after flushing and disinfection for new systems. In general, the I-- o water main and appurtenances shall be brought to a hydrostatic pressure of 250 psi, measured at the high point in the line. There cannot be any loss of pressure during a one v ° hour test period. p N ° Any leaks or imperfections developing under said pressure shall be remedied by the 0 Owner before final acceptance of the work. No air will be allowed in the line. The main u- o shall be tested between valves. Insofar as possible, no hydrostatic pressure shall be tii placed against the opposite side of the valve being tested. Test pressure shall be c) maintained while the entire installation is inspected. The Owner shall provided all p '- necessary equipment and shall perform all work connected with the tests. Tests shall be z made after all connection have been made. This is to include any and all connections as shown on the plans. Insofar as is practical, tests shall be made with pipe joints, fittings and valves exposed for inspection. The owner shall peform the test to assure that the equipment to be used for the test is adequate and in good operating condition and the air in the line has been released before requesting the City to witness the test. E. At least twelve (12) hours after the flushing procedure, the Contractor shall request that the City Inspector collect water samples from the new system. These samples shall be taken in sterilized bottles and tested by a DOH approved testing lab, as designated by the Water Department. All samples must meet DOH quality standards prior to placing lines into service. 3.11 FIRE HYDRANTS A. Install as indicated on the Drawings. DOMESTIC WATER Domestic Water Section 02510 02510 - 10 ©Bruce Dees cL Associates 2003 _, 3.12 SERVICE CONNECTION Starfire Sports Complex May 21, 2003 3.13 GROUND HYDRANTS END OF SECTION 02510 DOMESTIC WATER Domestic Water Section 02510 B. After installation, all fire hydrants (regardless of factory finish) shall be wire brushed and field painted with a minimum of one coat of yellow paint per the Standard Plan. C. Between the time that the hydrant is installed and the completed facility is accepted by the City and placed in operation, wrap the hydrant in burlap, or covered in some other suitable manner as approved by the City, to clearly indicate that the hydrant is not in service. D. All fire lines and appurtenances will be tested in accordance with NFPA 13 Standards. Contact Tukwila Fire Department for details. A. Included, as a part of the service connection shall be the furnishing and installation of the meter box complete with a lid, set flush with the existing or proposed finished grade. Upon completion of each service line as indicated herein, the contractor should flush the service line to remove debris and further verify that the service line has full pressure to the meter box B. Service lines between the main and the property line shall be placed at the trench depth sufficient to maintain a 3 foot cover over the top of service for its full length, taking into consideration the final finished grade of any storm ditches, the final grade of the street, and final grade at the property line. Tracer tape and wire wrapped around the pipe shall be installed on all service lines. A. Coordinate with paving construction. Install flush with paving surface in strict conformance with manufacturer's specifications. B. Install in paved areas a minimum of six inches (6 ") from the edge of paving. Orient the box with the hinge parallel with the travel direction of the path, on the side closest to the edge of the path. C. Take the necessary precautions to keep the box cover and hydrant free from concrete during concrete placement operations. D. At drain hole locations in ground hydrants, drill thru concrete paving to provide positive hydrant drainage. Drill hole size to match drain hole size in ground hydrant. 02510 -11 0 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 Article I. SECTION 02530 — SANITARY SEWER PART 1 - GENERAL 1.1 SUMMARY The work consists of all sanitary sewers. Related Sections include the following: 1. Division 2, Section 02300 — Earthwork. 2. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 QUALITY ASSURANCE All workmanship and materials shall be in accordance with the latest "English" unit edition of the Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT /APWA). The Standard Specifications, except as they may be modified or superseded by the City of Tukwila Design and Construction Standards and these plans, shall govern all phases of work. The Owner or the Owner's Representative shall notify the City Inspector of a person who can be contacted on a 24 -hour basis regarding problems during construction. Call underground locate line at 1- 800 - 424 -5555 a minimum of 72 hours prior to any excavations. Before any construction or development activity, a Preconstruction meeting must be held between the Contractor, the City's Inspector, and other appropriate parties. 1.3 SUBMITTALS Submit product data sheets for all manufactured materials including: 1. Pipe 2. Fittings 3. Cleanouts 4. Manhole Submit samples and sieve analysis on bedding. PART 2 - PRODUCTS SANITARY SEWER que.. ::!':w..0 Sanitary Sewer Section 02530 02530 - 1 © Bruce Dees & Associates 2003 1! Starfire Sports Complex May 21, 2003 2.1 GENERAL All materials shall be new and undamaged. The same manufacturer of each item shall be used throughout the Work. Where reference is made to other specifications, it shall be the latest revision at the time of construction, except as noted on the plans or herein. All materials not specifically referenced shall comply with applicable sections of ANSI, ASTM, AWWA, or the APWA/WSDOT Standard Specifications. 2.2 GRAVITY SEWER PIPE & FITTINGS 4" to 15" Diameter PVC Pipe: 1. PVC pipe and fittings shall be integral wall bell and spigot, rubber gasket joint, unplasticized polyvinyl chloride (PVC) pipe. a. All PVC pipe shall have a minimum "pipe stiffness" of 46 psi at 5 percent deflection at 73 degrees F when tested in accordance with ASTM Designation D 2412, external loading properties of plastic pipe; and a minimum impact strength based on ASTM D 3034 at 73 degrees F. 2. PVC sewer pipe and fittings installed shall meet or exceed the ASTM recommended specifications D 3034, SDR35, unless otherwise specified, and all installations shall be in strict compliance with the manufacturer's directions. All pipe shall be clearly marked with the date of manufacture. All pipe shall be provided with a reference mark for proper spigot insertion. Joint gaskets shall be fabricated from a compound of which the basic polymer shall be a synthetic rubber consisting of styrene, butadiene, polyisoprene or any combination thereof and shall meet the requirements of ASTM D 3212. 2.3 FITTINGS All fittings shall be of the same material as the pipe unless otherwise specified. 2.4 PLUGS All open ends shall be sealed with a plug or material and gasket material approved by the City of Tukwila. The plug shall be able to withstand all test pressures without leakage. 2.5 BEDDING MATERIAL Crushed, processed, or naturally occurring granular material. SANITARY SEWER Sanitary Sewer Section 02530 02530 - 2 ©Bruce Dees & Associates 2003 rMP osi Starfire Sports Complex May 21, 2003 1. Essentially free from various types of wood waste or other extraneous materials. 2. It shall have such characteristics of size and shape that it will compact meet the following specifications for grading and quality: Sieve Size 3/4" square 3/8" square U.S. No. 8 U.S. No. 200 Sand Equivalent All percentages by weight. 2.6 TRENCH BACKFILL 2.7 All percentages by weight. MANHOLE Percent Passing 100% 95 -100% 0 -10% 0-3% 35% Min. Sanitary Sewer Section 02530 of objectionable readily and shall Crushed, processed, or naturally occurring granular material. 1. Essentially free from various types of wood waste or other extraneous of objectionable materials. 2. It shall have such characteristics of size and shape that it will compact readily and shall meet the following specifications for grading and quality: Sieve Size Percent Passing 3" square 100% 1/4" square 25% Min. U.S. No. 40 40% Max. U.S. No. 200 7 -1/2% Max. Sand Equivalent 35% Min. A. Manholes shall be 48" diameter pre -cast concrete sections with confined 0-ring rubber gasket joints per ASTM C 478 and ASTM C 443 with either a pre -cast base or a cast -in- place base made from Class 3,000 psi reinforced structural concrete. B. Steps shall be Lane #p -14938 (polypropylene covered grade 60 steel). Steps and ladder dimensions shall conform to the City of Tukwila Standard Detail SS -3. Steps shall project uniformly from the inside wall of the manhole. Steps shall be installed to form a continuous vertical ladder with rungs equally spaced at 12" centers. C. Concrete adjustment rings shall conform to the ASTM C 32, Grade MA. D. Mortar used shall be composed of one part cement to two parts of plaster sand. SANITARY SEWER 02530 - 3 © Bruce Dees & Associales 2003 + MfiM� ::.C+dW4'kfeAU'nJ.IVW!ypzart ".. . " t�C�h' k��t�a 'tt:�W,`+.'drifPV ;�X1 +tttlY Starfire Sports Complex May 21, 2003 PART 3 - EXECUTION 3.1 GENERAL Sanitary Sewer Section 02530 Notify the City at least 24 hours prior to commencing construction. No part of the sanitary sewer system shall be put into use until the City has completed its normal inspections and has concluded that the work is acceptable. The City may waive this requirement on a case -by -case basis if continued evidence of sound construction practice by the Contractor so warrants. In any event, installations which do not meet the requirements of these standards shall be removed and replaced at the Contractor's sole expense. Approximate locations of existing utilities have been obtained from available records and are shown for convenience. The Contractor shall be responsible for verification of locations and to avoid damage to any additional utilities not shown. If conflicts with existing utilities arise during construction, notify the City Inspector and any changes required shall be approved by the Owner's Representative prior to commencement of related construction on the project. 3.2 TRENCH EXCAVATION AND BACKFILL The maximum permissible trench width between the foundations level and to 12" above the pipe shall be the pipe I.D. plus 24" for pipe up to 24" or smaller inside diameter or pipe I.D. plus 36" for pipe 24 inches or larger. If the maximum trench width is exceeded without written authorization of the Owner's Representative, provide pipe of higher strength classification or provide a higher class of bedding, as required by the Owner's Representative. Backfill directly over the pipe to a distance of two (2) feet above the pipe shall be hand tamped only. Above this level, place backfill in lifts not exceeding 12" in loose depth. Each lift shall be mechanically compacted to the following densities: 1. Above two (2) feet above the crown of the pipe in unimproved areas — 90% of maximum density. 2. Above two (2) feet above the crown of the pipe in areas to be paved (roadway and /or sidewalk) — 95% of maximum density. Compaction of trench backfill material shall be accomplished with mechanical tampers, vibratory compactors, or other equipment suitable to the characteristics of the soils. Water settling shall not be employed. The use of compaction equipment directly over the pipe shall be controlled and limited in accordance with installation instructions and recommendations provided by the manufacturer of the pipe. In -place density testing of compacted backfill shall be in accordance with ASTM D 1556 (sand cone device) or ASTM D 2922 (nuclear density gauge). Laboratory maximum density testing of fill materials shall be performed in accordance with ASTM D 1557. A minimum of two compaction tests are required for each 200 linear feet of trench (one at subgrade and one at 50% of trench depth). Trenches failing the required test shall have the SANITARY SEWER 02530 - 4 © Bruce Dees & Associates 2003 backfill removed, replaced, and recompacted. Compaction testing shall be done only by an approved testing laboratory at the Contractor's expense. All test results and analysis shall be promptly given to the Owner's Representative. The City reserves the right to contract with an T independent testing laboratory for testing of trench backfill. This testing shall be done at the Contractor's expense. Starfire Sports Complex May 21, 2003 When, after excavating for pipes to the foundation level, the material remaining in the trench is unsuitable, as determined by the Engineer, excavation shall be continued to such additional depth as may be required by the Engineer. Unsuitable foundation material shall be replaced with foundation gravel conforming to Section 9 -03.17 of the Standard Specifications. Furnish, install, and operate all necessary equipment to keep excavations above the foundation level free from water during construction, and shall dewater and dispose of the water so as not to cause injury to public or private property or nuisance to the public. Sufficient pumping equipment in good working condition shall be available at all times for all emergencies, including power outage, and shall have available at all times competent workmen for the operation of the pumping equipment. 3.3 SHORING The requirements of the Occupational Safety and Health Act (OSHA) and the Washington Industrial Safety and Health Act of 1973 (WISHA) shall apply to all excavation, trenching, and ditching operations on this project. All trenches over four feet (4') in depth shall be shored, braced, and shielded in compliance with applicable Federal AND /OR State regulations. Shoring, bracing, or shielding shall be required in all street area excavations, including those areas where all existing pavement is being removed. Sloping to the angle of repose will be permitted only in noncritical, off - street areas. Shoring and cribbing of excavation and trenches shall be provided in accordance with the provisions of Section 2 -09 of the Standard Specifications. The shoring system shall be a commercial available shoring system designed for the depths anticipated on the project. The shoring system shall meet all requirements of the Washington State Safety and Health Act (WISHA) and United States federal Occupational Safety and Health Act (OSHA). 3.4 BEDDING All sewer pipe shall be bedded. Place bedding to a minimum depth of 4" under the pipe barrel and up to the following levels: 1. PVC Sewer Pipe- One -half (1/2) of the pipe O.D. above the barrel of the pipe. 3.5 GRAVITY SEWER PIPE LAYING SANITARY SEWER 434j�3:; 02530 - 5 © Bruce Dees & Associates 2003 Sanitary Sewer Section 02530 h7 Starfire Sports Complex May 21, 2003 Lay pipe in accordance with the following: 1. Lay each pipe with bells upgrade with the invert of the pipe to the alignment and grade shown on the plans. Exercise care to insure close concentric joints and small invert. Open ends of the pipe and fittings shall be temporarily blocked and covered when laying is not in progress. 2. Water shall not be allowed in the trench during the pipe laying, joint making, and as long thereafter as necessary, in the judgment of the Engineer, for the type of joint being used. 3. Line and grade adjustment shall be done by scraping away or filling in and tamping material under the body of the pipe. Adjustment to the line and grade by wedging and blocking is not permitted. 4. Lower the pipe into the trench by means of ropes, tripod, crane or other suitable means. a. The pipe shall not be dropped or handled roughly. b. The pipe shall be checked for cracks and defects prior to use and any defective pipe rejected. 5. Pipe laying shall start from the lowest point unless otherwise approved by the Engineer. 3.6 GRAVITY SEWER PIPE ALIGNMENT TOLERANCE The maximum tolerance from true line and grade shall be as follows: 1. Maximum deviation from established line and grade shall not be greater than one thirty- second inch (1/32 ") per inch of pipe diameter and not to exceed' /z ". 2. No adverse grade in any pipe length shall be permitted. 3. The difference in deviation from true line and grade between any two successive joints shall not exceed 1/3 of the amounts specified above. 3.7 MANHOLE A. Construct as shown in the Standard Details for standard manholes. Adjust manhole ring and covers to the elevation shown on Plans prior to final acceptance of the work. Place the manhole base slab on firm soil. If the foundation material is inadequate, use foundation gravel or bedding concrete under the normal base to support the manhole. Place and align manhole sections to provide vertical sides and vertical alignment of the ladder steps. The completed manhole shall be rigid, true to dimension, and watertight. Rough, uneven surfaces are not permitted. The outside and inside of manhole adjusting bricks and the joints of pre -cast concrete sections shall be thoroughly wetted and completely filled with mortar, plastered and troweled smooth with 3 /" of mortar in order to attain a watertight surface. SANITARY SEWER 1:x:hiibi;L:' w lia9 .'+'.�iaY.vS;al�A,rsX:rytQto Sanitary Sewer Section 02530 02530 - 6 0 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 3.9 CONNECTION TO EXISTING STUB 3.10 TESTING OF GRAVITY SEWER 3.10.1 Side Sewers 3.10.2. Sewer Mains SANITARY SEWER Sanitary Sewer Section 02530 Completely fill all lift holes on pre -cast items with expanding mortar, smoothed both inside and out, to ensure watertightness. 1. All steel loops, if any, on pre -cast section must be removed, flush with the manhole wall. The stubs shall be covered with mortar and smoothed. 2. Rough, uneven surfaces are not permitted. All rigid pipe entering or leaving the manhole shall be provided with flexible joints within twelve inches (12 ") of the manhole structure and shall be placed on firmly compacted bedding. 3. Special care shall be taken to see that the openings through which pipes enter the structure are completely and firmly filled with mortar from the outside to ensure watertightness. 4. All PVC pipe connections to manhole shall be made with gasketed coupling as approved by the City. A. Connection to existing sewer line shall be accomplished in such a manner that all existing services are maintained, that no refuse, concrete, or other extraneous matter enter into the existing sewer. 1. The outfall shall be plugged or screened throughout the Contractor's operation. A. All side sewers shall be tested after backfilling. Side sewers that are reconstructed or repaired to a length of 10 feet or more shall be tested for watertightness. Testing of newly reconstructed sections of side sewers consisting of a single length of pipe will not be required. Testing shall be performed in the presence of the City Engineer in accordance with Section 7- 17.3(4) of the Standard Specifications. A copy of this testing procedure is available at the office of the City Engineer. B. The entire length of new pipe installed shall be tested. In cases where a new tap is made on the main, the first joint of pipe off the main shall be installed with a test tee, so that an inflatable rubber ball can be inserted for sealing off the side sewer installation for testing. In cases where the side sewer stub is existing to the property line, the test ball may be inserted through the clean -out wye to test the new portion of the side sewer installation. A. Air Testing: All sanitary sewer pipelines shall be air tested in accordance with APWA/WSDOT standard specifications for air - permeable or non air - permeable pipe, as applicable. The Contractor shall furnish all materials and equipment necessary for conducting the tests and all testing shall be performed under the supervision of the City Inspector. The Contractor may desire to make an air 02530 -7 © Bruce Dees & Associates 1003 w...,..mww.awace nwr *wcwo,v.. , �v.. wgwzerv.. mt,+ re. r. w: e�+•. wM' i�,.; rsr xi;. ?, h: :+.a.p1?6.v64YiC!"4::�7.t".:1�, .T�F, �n:SA "'� "�C3['.�tl Starfire Sports Complex May 21, 2003 test prior to backfilling for his own purposes. However, the air test for acceptance shall be made after backfilling has been completed and compacted. B. T.V. Inspection: All new sanitary sewer mains shall be T.V. camera inspected by the Contractor on VHS format and presented to the City's Inspector for review. The Contractor/Developer shall also be responsible to insure that the sewer mains are in fact ready for T.V. camera inspection. The Contractor shall bear all costs incurred in correcting any deficiencies found during T.V. inspection, including the cost of any additional T.V. inspection required to verify the corrections. The scope of work shall be to videotape and internally inspect pipeline sections by means of closed circuit television. The inspection will be done one section at a time. The tape shall contain consecutive runs of sections. Closed circuit television inspection shall be performed only after sewer lines have been thoroughly cleaned so that a clear, definitive picture of the interior of the pipe can be obtained. The television camera used for the inspection shall be one specifically designed and con- structed for such inspections. Lighting and camera quality shall be suitable to allow a clear, in -focus color picture of a minimum of six (6) lineal feet of the entire inside pe- riphery of the sewer pipe. To insure peak picture quality throughout all conditions en- countered during the survey, a variable intensity control of the camera lights and remote control adjustments for focus and iris shall be located at the monitoring station. Focal dis- tance shall be adjustable through a range of from six inches (6 ") to infinity .The travel speed of the camera shall be uniform and not exceed thirty feet (30') per minute. Any means of propelling the camera through the sewer which would exceed this rate of speed or produce non - uniform or jerky movements will not be acceptable. Generally speaking, only devices using relatively non - elastic towing cable will provide satisfactory perform- ance in this regard. In no case will the hose of a high- velocity water cleaning machine be allowed for use as a tow cable. At the Contractor's discretion or at the discretion of the engineer, the camera shall be stopped and /or backed up to view and analyze conditions that appear unusual or uncommon to a good sound sewer. The operating technician shall at all times be able to move the camera through the line in either direction without loss of quality in the video presentation on the monitor. Such movement reversal shall be ac- complished without altering the correct registration of pipe footage. The picture at all times shall be free of electrical interference and provide a clear, stable image of the reso- lutions specified. Videotape recording of all sewer line inspections shall be made in color on magnetic tape VHS high -grade recorded at VHS two -hour transport speed. The replay of the recorded video information, when reviewed on a monitor receiver such as a Sony model CKV1900F, shall be free of electrical interference and provide a clear, stable image. The audio portion of the composite signal shall be sufficiently free from electrical interference and background noise to provide complete intelligibility of the oral report. Audio reports shall be recorded by the operating technician on the video tapes as they are being produced and shall include the location of the sewer, a manhole -to- manhole direc- tion of travel, and a description of the conditions in the sewer line as they are encoun- tered. In no case will dubbing of the audio portion be allowed after the survey. The video- taping and monitoring equipment shall have the capability to instantly review both video SANITARY SEWER Sanitary Sewer Section 02530 02530 - 8 © Bruce Dees & Associates 2003 Q = z et 2 6 '~ w J U 0 0 ( w N U- w U- ? CO = W H z'— ZI- W w U 0t-- wW I u ..z w U= 0 z 1 Starfire Sports Complex May 21, 2003 1. Date of television inspection. 2. Time of television inspection. 3. Inspection operator name. 4. Precipitation condition at time of inspection: a. None b. Light rain c. Heavy rain d. Snow 5. Ground condition at time of inspection: a. Dry b. Damp c. Wet d. Standing water 6. Surface type: a. Paved b. Unpaved 7. Pipe diameter in inches 8. Pipe depth in feet 9. Pipe material: SANITARY SEWER Sanitary Sewer Section 02530 and audio quality of the videotape productions at all times during the television survey. The purpose of the video recording shall be to supply a permanent visual and audio re- cord of the pipeline section being surveyed, and the video tapes shall become the prop- erty of the City upon completion of the project. Documentation. In addition to video and audio reporting, television inspection logs shall be kept by the Contractor. Observation reports shall be submitted to the City of Tukwila in a form of printed or typed reports. Records for each line segment televised shall in- clude, but not be limited to, the following information: 02530 - 9 0 Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 a. Concrete b. Asbestos cement c. PVC d. Cast/ductile iron e. Other (specify) 10. Length between pipe joints in feet 11. Videotape cartridge number 12. Manhole depth and size END OF SECTION 02530 SANITARY SEWER Sanitary Sewer Section 02530 In addition to this information, the Contractor shall clearly show the location, relative to adjacent manholes, of each infiltration point and other joints of significance, such as the location of build- ing sewers, joints, unusual conditions, etc. 02530 - 10 © Bruce Dees & Associates 2003 tjf Starfire Sports Complex May 21, 2003 SECTION 02630 - STORM DRAINAGE PART 1 - GENERAL 1.1 SUMMARY A. This Section includes all site storm drainage. B. Related Sections include the following: 1. Division 2, Section 02790 — Permeable Stone Base for Synthetic Turf System. 2. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 DEFINITIONS A. See Plans. Storm Drainage Section 02630 1.3 PERFORMANCE REQUIREMENTS A. All workmanship and materials shall be in accordance with the latest "English" unit edition of the Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT /APWA). The Standard Specifications, except as they may be modified or superseded by the City of Tukwila Design and Construction Standards and /or these plans, shall govern all phases of Work. 1.4 SUBMITTALS 1. Pipe 2. Catch Basins 3. Frame and Grates B. Fees and Permits: Obtain and pay for all required permits for work under this section. A. Submit composite data sheets on all manufactured materials including: B. Submit samples and certified test results on bedding and drainage aggregate. PART 2 - PRODUCTS 2.1 PIPING STORM DRAINAGE 02630 - 1 © Bruce Dees & Associates 2003 F�'99f!ti4R%i7SCit7tt�tKtuY Starfire Sports Complex May 21, 2003 Storm Drainage Section 02630 A. Storm conveyance pipe shall be reinforced concrete pipe, ADS N -12 or Hancor Hi -Q with air testable joints. B. HDP Storm Pipes and Fittings: 4 " -10" AASHTO M -252S, 12" AASHTO M294S. C. HDP Perforated Pipe and Fittings: 4 " -10 "AASHTO M -252S perforated, 12" AASHTO M -294S perforated. D. Downspout Connection: ASDM D 3034 SDR 35. 2.2 CATCH BASINS A. Type 2 per WSDOT Std. Plan B -le, unless otherwise indicated on the drawings. B. Type 1 per WSDOT Std. Plan B -1, unless otherwise indicated on drawings. 2.3 GRATES AND FRAMES A. Square Solid Cover: per WSDOT Std. Plan B -2, unless otherwise indicated on drawings. B. Round Solid Cover: 24" diameter, with "STORM DRAIN" cast in cover in 2" letters. Olympic MH43 or approved equal. C. Locking Vaned Frame & Grate: WSDOT Standard Plan B -2b or B -2c, stamped with the words "Storm Drain. Dump No Pollutants ". D. Round Grate: Sather #2435 flange up MH ring and slotted cover. Bolt grate and frame with 3 — 5/8" x 1 %" SKTHD cap screw. 2.4 TIGHTLINE PIPE BEDDING A. Pipe bedding shall consist of crushed, processed, or naturally occurring granular material. It shall be essentially free from various types of wood waste or other extraneous of objectionable materials. It shall have such characteristics of size and shape that it will compact readily and shall meet the following specifications for grading and quality: STORM DRAINAGE Sieve Size Percent Passing 3/4" square 100% 3/8" square 70 -100% U.S. No. 4 55 -100% U.S. No. 10 35 -95% U.S. No. 20 20 -80% U.S. No. 40 10 -55% U.S. No. 100 0 -10% 02630 - 2 © Bruce Dees & Associates 2003 i x !iuri' ''';.13'0.;;'. All percentages by weight. Starfire Sports Complex May 21, 2003 U.S. No. 200 0 -3% Sand Equivalent 35% Min. z 2.5 TRENCH BACKFILL ~ z CL w A. Trench backfill shall be 5/8" minus crushed rock unless otherwise approved by the City. 6 D ...1 0 00 U) ° 2.6 DRAINAGE AGGREGATE w = J H A. Drainage aggregate shall consist of washed aggregate and meet the following w 0 specification: u_ Q Sieve Size Percent Passing N a 1 -1/2" square 100% I w 1" square 95 -100% z %2" square 25 -60% Z O #4 0 -10% #8 0 -5% U ° oN *All percentages by weight. ° u _ w w O w U= O ~ 2.9 RIP RAP A. 4" x 8" quarry spalls. 2.10 1 -1/4" MINUS CRUSHED ROCK A. Meet gradation requirements of crushed surfacing, base course, 9- 03.9(3) of Standard Specifications. 2.11 NONWOVEN GEOTEXTILE A. Synthetic Industries 311 or approved equal, meeting or exceeding mullen burst of 220 psi (ASTM -D- 37866), trapezoidal tear of 40 lbs. (ASTM D -4533) and a puncture strength of 65 lbs. (ASTM D- 4833). PART 3 - EXECUTION 3.1 GENERAL A. Call underground locate line at 1- 800 - 424 -5555 a minimum of 72 -hours prior to any excavations. STORM DRAINAGE Storm Drainage Section 02630 02630 - 3 © Bruce Dees & Associates 2003 z Starfire Sports Complex May 21, 2003 Storm Drainage Section 02630 B. Before any construction or development activity, a preconstruction meeting must be held between the Contractor, the City's Inspector, and other appropriate parties. C. The City's Inspector must be notified at least 24 -hours prior to commencing construction. No part of the drainage system shall be put into use until it has been inspected by the City. The City may waive this requirement on a case -by -case basis if continued evidence of sound construction practice by the Contractor so warrants. In any event, installations that do not meet the requirements of these standards shall be removed and replaced at the Contractor's sole expense. 3.2 EXCAVATIONS A. Trench Excavation and Backfill: 1. The maximum permissible trench width between the foundations level and to 12" above the pipe shall be the pipe I.D. plus 24" for pipe up to 24" or smaller inside diameter or pipe I.D. plus 36" for pipe 24 inches or larger. If the maximum trench width is exceeded without written authorization of the City, the Contractor will be required to provide pipe of higher strength classification or to provide a higher class of bedding, as required by the City. 2. Place backfill in lifts not to exceed 12 inches in loose depth. Each lift shall be mechanically compacted to the following densities: a. Along and over the pipe to a depth of one foot above the crown of the pipe - 90 percent of maximum density. b. Above one foot above the crown of the pipe in unimproved areas — 90 percent of maximum density. c. Above one foot above the crown of the pipe in areas to be paved (roadway and /or sidewalk) — 95 percent of maximum density 3. Accomplish compaction of trench backfill material with mechanical tampers, vibratory compactors, or other equipment suitable to the characteristics of the soils. Water settling shall not be employed. Controlled and limited use of compaction equipment directly over the pipe in accordance with installation instructions and recommendations provided by the pipe manufacturer. 4. In -place density testing of compacted backfill material shall be in accordance with ASTM D 1556 (sand cone device) or ASTM D 2922 (nuclear density gauge). Laboratory maximum density testing of fill material shall be performed in accordance with ASTM D 1557. 5. Provide a minimum of one compaction test for each 200 feet of trench or as directed by the City. Trenches failing the required test shall have the backfill removed, replaced, and recompacted. Compaction testing shall be done only by an approved testing laboratory at the Contractor's expense. All test results and analyses shall be promptly given to the City Inspector. The City reserves the right STORM DRAINAGE 02630 - 4 © Bruce Dees & Associates 2003 z =z re w 6 O 0 N 0 w 0 J u- cn = W z � z0 U 0- 0 ,- wW �O ..z w - o I- z Starfire Sports Complex May 21, 2003 6. When, after excavating for pipes to the foundation level, the material remaining in the trench is unsuitable, as determined by the City Inspector, excavation shall be continued to such additional depth as may be required by the City Inspector. Unsuitable foundation material shall be replaced with foundation gravel conforming to Section 9 -03.17 of the Standard Specifications. 7. The Contractor shall furnish, install, and operate all necessary equipment to keep excavations above the foundation level free from water during construction, and shall dewater and dispose of the water so as not to cause injury to public or private property or nuisance to the public. 8. Sufficient pumping equipment in good working condition shall be available at all times for all emergencies, including power outage, and shall have available at all times competent workmen for the operation of the pumping equipment. 3.3 PIPE BEDDING A. Place as detailed. 3.4 DRAINAGE AGGREGATE A. Place as detailed. 3.5 SHORING Storm Drainage Section 02630 to contract with an independent testing laboratory for testing of trench backfill. This testing shall also be done at the Contractor's expense. A. The requirements of the Occupational Safety and Health Act (OSHA) and the Washington Industrial Safety and health Act of 1973 (WISHA) shall apply to all excavation, trenching, and ditching operations on this project. All trenches over four (4) feet in depth shall be shored, braced, and shielded in compliance with applicable Federal and /or State regulations. Shoring, bracing, or shielding shall be required in all street area excavations, including those areas where all existing pavement is being removed. Sloping to the angle of repose will be permitted only in non - critical, off - street areas. B. Shoring and cribbing of excavations and trenches shall be provided in accordance with the provisions of Section 2 -09 of the Standard Specifications. C. The shoring system shall be a commercially available shoring system designed for the depths anticipated on the project. The shoring system shall meet all requirements of the Washington State Safety and Health Act (WISHA) and United States Federal Occupational Safety and Health Act (OSHA). STORM DRAINAGE 02630 - 5 m Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 3.6 PIPE LAYING A. Comply with the Standard Specifications (WSDOT). 3.7 CATCH BASINS Z A. Place the base section on the prepared bedding so as to be fully and uniformly x z supported in true alignment, making sure that all entering pipes can be inserted on w proper grade and alignment. v B. All lift holes and all joints between pre -cast elements shall be thoroughly wetted and u) 0 ur then be completely filled with mortar, smoothed and pointed both inside and out, to J I en sure watertightness with brushed finish. SQ u.. w C. Pre -cast sections shall be placed and aligned to provide vertical sides. u_a D. Construct structures of the type specified on the project drawings to provide adjustment co a space for setting frames and covers to a finished grade. Frame and cover shall be I _ installed and adjusted in accordance with Standard Specifications. Z F 1-0 Z I- 1.1.1 u j 3.8 PERFORATED HDP D Ci 0 A. Lay pipe on the bed of drainage aggregate to grade and hold to prevent displacement as ° H- the balance of the drainage aggregate is placed to finish subgrade. Pipe shall be end- Ill 0 capped at the ends. All fittings shall be wrapped with two wraps of polyethylene tape w 0 (one tape width). tii Z U (1) P _ Off" 3.9 TESTING Z A. The storm drainage system will be inspected by the City. Any departures from the best construction practices, such as pipeline misalignment, presence of foreign matter in the catch basins or manholes, poor manhole or catch basin construction, etc. shall be corrected. B. Continuous poor construction practice shall be cause to require complete testing of the storm drain system in accordance with Section 7 -04 of the Standard Specifications. C. All new storm drainage mains shall be T.V inspected. Requirements for T.V inspections are detailed in section 02530, 3.10.2.b of these specifications. 3.10 CLEANING Storm Drainage Section 02630 A. Cleaning shall comply with Standard Specifications (WSDOT), Section 7- 17.3(4). STORM DRAINAGE n.d 02630 - 6 © Bruce Dees & Associates 2003 Starfire Sports Complex May 21, 2003 END OF SECTION 02630 STORM DRAINAGE Storm Drainage Section 02630 02630 -7 © Bruce Dees & Associates 2003 6 00 co . J = H N L w LL Q. U � Z d w Z � I— 0 Z uj 2 U � O N : • H w • W O .•Z w O ~, z SECTION 02741 - HOT MIX ASPHALT PAVING PART 1 - GENERAL 1.1 SUMMARY Starfire Sports Soccer Complex Hot Mix Asphalt Paving May 21, 2003 Section 02741 A. Provide hot -mix asphalt paving according to materials, workmanship, and other applicable requirements of Standard Specifications of State or Local DOT. B. This Section includes the following: 1. Crushed rock surfacing and path. 2. Hot -mix asphalt paving. 3. Hot -mix asphalt patching. 4. Soil sterilant. C. Related Sections include the following: 1. Division 2, Section 02300 — Earthwork, for aggregate sub -base and base courses and for aggregate pavement shoulders. 2. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 DEFINITIONS A. Hot -Mix Asphalt Paving Terminology: Refer to ASTM D 8 for definitions of terms. 1.3 QUALITY ASSURANCE A. All workmanship and materials shall be in accordance with the latest "English" unit edition of the Standard Specifications for Road, Bridge, and Municipal Construction (WSDOT /APWA). The Standard Specifications, except as they may be modified or superseded by the City of Tukwila Development Standards and these plans, shall govern all phases of work. Manufacturer Qualifications: 1. Manufacturer shall be a paving -mix manufacturer registered with and approved by authorities having jurisdiction of the DOT of the state in which Project is located. C. Testing Agency Qualifications: Qualified according to ASTM D 3666 for testing indicated, as documented according to ASTM E 548. D. Asphalt- Paving Publication: Comply with AI MS -22, "Construction of Hot Mix Asphalt Pavements," unless more stringent requirements are indicated. E. Pre - Installation Conference: Conduct conference at Project site to comply with requirements in Division 1, Section 01310 — Project Management and Coordination. HOT MIX ASPHALT PAVING 02741 -1 © Bruce Dees & Associates 2003 t tsrh^r: +r,=t.ts ...z:...... L+. t. a•w:..a.+....t:crw}.h+K.4ikVZWA ,' Ph'grtA by ia+wn Starfire Sports Soccer Complex Hot Mix Asphalt Paving May 21, 2003 Section 02741 Review methods and procedures related to hot -mix limited to, the following: 1. Review condition of subgrade and preparatory work. 2. Coordination with site furnishing installation. 1.5 ALTERNATES A. See Bid Form for possible affect on this section. 1.7 DELIVERY, STORAGE, AND HANDLING 1.8 PROJECT CONDITIONS HOT MIX ASPHALT PAVING asphalt paving including, but not 1.6 SUBMITTALS A. Product Data for Sterilant: Include technical data and tested physical and performance properties. B. Job -Mix Designs: For each job mix proposed for the Work. C. Samples: %2 cubic foot crushed rock base. D. Material Test Reports: Sieve analysis from a certified testing laboratory showing conformance to the sieve sizes listed. A. Deliver pavement marking and soil sterilant materials to Project site in original packages with seals unbroken and bearing manufacturer's labels containing brand name and type of material, date of manufacture, and directions for storage. B. Store pavement marking and soil sterilant materials in a clean, dry, protected location within temperature range required by manufacturer. Protect stored materials from direct sunlight. A. Environmental Limitations: Do not apply asphalt materials if subgrade is wet or excessively damp or if the following conditions are not met: 1. Asphalt Base Course: Minimum surface temperature of 40 degrees F and rising at time of placement. 2. Asphalt Surface Course: Minimum surface temperature of 60 degrees F at time of placement. 02741 -2 e Bruce Dees & Associates 1003 ',=Ct� � #�'f +•ih7Jly.T 4ii :�:[t [ Std �'i�Ai:k'.'i4[f, Y�1 ri M. z � w O 0 co o tu J w u. w a w z � o z Lu • o U O N O H ww 0 O u U= O z 1 2.4 JOINT SEALER A. AR -4000 Joint Sealer. 3.2 SUBGRADE HOT MIX ASPHALT PAVING Starfire Sports Soccer Complex Hot Mix Asphalt Paving May 21, 2003 Section 02741 PART 2 - PRODUCTS 2.1 CRUSHED ROCK BASE COURSE A. Top Course: Five - eighths inch (5/8 ") minus top course shall meet the requirements as outlined in Section 9- 03.9(3) of the Standard Specifications. B. Base Course: One and one - quarter inch (1' /a ") minus base course shall meet the requirements as outlined in Section 9.03.9(3) of the Standard Specifications. 2.2 ASPHALT MATERIALS A. Asphalt paving shall conform to 5 -04, 9 -02, and 9 -03 of the Standard Specifications. 1. Parking Lot and Road Shoulder Asphalt Paving: Class B. 2.3 CRUSHED ROCK PATH A. Use crushed rock top course. 2.5 SOIL STERILANT A. Casaron pre- emergent herbicide, or approved equal. PART 3 - EXECUTION 3.1 EXAMINATION A. Verify subgrade is completed to correct line and grade before starting work. B. Verify that subgrade is dry and in suitable condition to support paving and imposed loads. A. Prepare subgrade in conformance with Section 02300 Earthwork. 3.3 CRUSHED SURFACING BASE A. Constructed crushed surfacing base shall be in accordance with Section 4 -04 of the Standard Specifications. 02741 -3 © Bruce Dees & Associates 2003 4! Starfire Sports Soccer Complex Hot Mix Asphalt Paving May 21, 2003 Section 02741 3.4 CRUSHED ROCK PATH A. Construct as detailed and in accordance with Section 4 -04 of the Standard Specifications. 3.5 SOIL STERILANT A. Apply sterilant herbicide in accordance with manufacturer's recommendations over crushed surfacing base of asphalt. Notify the Owner 24 hours in advance of sterilant application. No sterilant shall be applied without the Owner's Representative present. Apply sterilant to specified areas only, and under no circumstances shall it be sprayed on other areas. 3.6 ASPHALT A. All Paving: Construct in accordance with Section 5 -04 of the Standard Specifications. B. Obtain approval of crushed surfacing base course prior to paving. 3.7 SAWCUT JOINTS A. Sawcut existing and new joints between paving. 3.8 JOINT SEALING A. Seal butt joints between new and existing paving. 3.9 PAVEMENT MARKING A. Prepare surface in conformance to Section 8 -22 of the Standard Specifications. Paint only when air and surface to be painted temperatures are above 50 degrees F. Line width shall not vary more than plus or minus % ". 3.10 ASPHALT FINISHED EDGE A. All asphalt surface pavement edges will be at true alignment and width as indicated on the plans. B. All asphalt surface edges not abutting concrete paving shall be hand tamped to a 45- degree angle. END OF SECTION 02741 HOT MIX ASPHALT PAVING 02741 -4 CSC Bruce Dees & Associates 2003 40 z '~' w r4 A 2 . This Section includes the following: D 1. Work includes site preparation, subgrade fine grading, and the placement, grading and v 0 compaction of base stone in accordance with the lines, grades, spot elevations and cross - co 0 sections shown on the drawings. w z 2. For the plastic lumber perimeter header /nailer see Section 02792 — Plastic Lumber. J H co u. O B. Related work in other sections of these specifications includes, but is not limited to: 2 1. Section 02300 — Earthwork. ga 5 2. Section 02630 — Storm Drainage. N 3. Section 02791— Synthetic Turf. _ 4. Section 02792 — Plastic Lumber. z H 5. Drawings and General Provisions of the Contract, including General and Supplementary 1„ O Conditions and Division 1 Specification Sections, apply to this Section. w F— 6. References: g D a. American Society for Testing and Materials (ASTM). v o ...J b. City of Redmond Standards. O co 0 l— c. Standard Specifications for Municipal Public Works Construction — Washington w ui u i State Chapter (latest edition). H v �O z J Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf May 21, 2003 Section 02790 SECTION 02790 — PERMEABLE BASE STONE FOR SYNTHETIC TURF ' PART 1 - GENERAL 1.1 SUMMARY Lli H 1- A. The Contractor shall perform all layout. The Owner's Representative may or may not z inspect the layout prior to installation. Improperly placed material shall be reinstalled (or removed) by the Contractor at no additional cost to the Owner. 1.2 PERFORMANCE REQUIREMENTS B. Contractor /Operator Experience: Only skilled operators shall be allowed to perform grading of the base and top stone. The operator(s) shall have completed a minimum of five (5) permeable base stone installations. Provide project names, locations, contact person, and phone number. 1.3 SUBMITTALS A. Sieve analysis of the Permeable Base Stone material using the sieves shown and percent passing, and conformance with the listed restrictions per Part 2.3. B. Base Stone and Top Stone — 1/2 CF sample of each. C. Synthetic Turf Manufacturer's written approval of the Base and Top Stone per Section 02791 — Synthetic Turf and Part 3.9 of this Section. PERMEABLE BASE STONE FOR SYNTHETIC TURF 02790 - 1 © Bruce Dees & Associates 2003 E;�'�is;;;:vi;;ai aa`. �; 3, iSt .,�',i:��,"1b =,..�'•3��t1�;�;G Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf May 21, 2003 Section 02790 1.4 DELIVERY, STORAGE, AND HANDLING A. Materials shall not be mixed on site. 1.5 PROJECT CONDITIONS A. The Contractor shall satisfy himself as to the nature and quantity of materials to be moved and other work to be performed and shall notify the synthetic turf system manufacturer /installer and the Owner of any discrepancies between site conditions shown on the drawings and actual conditions prior to commencement of work. B. Underground Utility Lines: Known underground utility lines are shown on the Existing Site Topography Plan Sheet G2. The contractor shall locate and clearly mark all underground utilities and obstructions and protect or relocate all that conflict with the work described herein. Assume that other utilities may be present and use caution when excavating. Notify the Owner's Representative if any other underground utilities or structures are discovered. 1.6 PERMITS A. The Grading and Building Permit has been obtained and paid for by the Owner. Any other required permits shall be obtained through the City of Tukwila by the Contractor at the Contractor's expense. 1.7 COORDINATION A. No site work shall be performed without notifying the synthetic turf system installer or Owner's Representative at least 48 hours prior to commencing work. B. Coordinate work with other trades as applicable. 1.8 FINAL APPROVAL — INSPECTION AND TESTING A. A representative designated by the synthetic turf system manufacturer and the Owner's Representative will be present intermittently to observe the Contractor's operation, to perform test and measurements, and to adjust the work as necessary to meet field conditions. Such observations, tests, measurements and work adjustment shall not alter the requirements of the drawings or specifications nor imply any superintendence or control of the Contractor's operation, nor warranty the Contractor's work. B. Relative compaction of compacted soils will be determined in general conditions with the American Society for Testing and Materials (ASTM) Test Methods D 1557 (modified proctor) and D 2167, D 2922, or D 3017. PERMEABLE BASE STONE FOR SYNTHETIC TURF 02790 - 2 © Bruce Dees & Associates 2003 :; 8. �1Y4�d- �' rbuiw1171� ft1�:t�i5u141ti'%�:'n:�' SYrvr'. Iri MVf "WYM`�^MI.Y' ++u ".w.+>.v lea --r 2" or 50mm 100 1 %s" or 38mm 90 -100 1" or 25mm 75 -100 3 /4" or 19mm 65 -95 '/z" or 12.5 mm 55 -85 100 3/8" or 9.5mm 40 -75 85 -100 ' /a" or 6.3mm 25 -65 75 -100 US #4 or 4.75mm 15 -60 60 -90 US #8 or 2.36mm 0-40 35 -75 US # 16 or 1.18mm 0 -20 10 -55 US #30 or 600µm 0 -7 0-40 US #60 or 250 µm 0 -5 0 -15 US #100 or 150 µm 0 -3 0 -8 US #200 or 75 µm 0 -2 0 -3 Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf Section 02790 May 21, 2003 PART 2 - PRODUCTS 2.1 DRAIN PIPE A. See Section 02630 — Storm Drainage. 2.2 1 -1/2" WASHED DRAINAGE AGGREGATE See Section 02630 — Storm Drainage. 2.3 PERMEABLE BASE STONE A. Material used for Permeable Base construction shall conform to the following specifications: Gradation Sieve Size PART 3 - EXECUTION 3.1 GENERAL CONSIDERATIONS Base Stone Percent Passing Top Stone Percent Passing A. Excavation and subgrade fine grading shall be performed in conformance with the alignment, grade and cross - sections indicated on the drawings. 3.2 SPILLAGE, DUST AND EROSION CONTROL A. Prevent spillage when hauling on or adjacent to any public street or highway. In the event that spillage occurs, the Contractor shall remove all spillage and sweep, wash or otherwise clean such streets in accordance with City, County and /or State requirements. PERMEABLE BASE STONE FOR SYNTHETIC TURF '"iaM�!/AK'Mb1'P�Yf S "M ��' AMNC1' i+ X�Mf-0KS!•Nr127tvW.tl1uWA1 02790 - 3 ©Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf May 21, 2003 Section 02790 B. Take all precautions needed to prevent a dust nuisance to adjacent public and private properties and to prevent erosion and transportation of soil downstream or offsite due to work under this contract. Any damage so caused by the Contractor's work shall be corrected or repaired by the Contractor. 3.3 SUBGRADE EXCAVATION AND GRADING A. Following rough grading of the subgrade, the exposed soil shall be moisture conditioned to near optimum moisture content and compacted to relative compactions (modified proctor) to produce a firm non - yielding surface as specified in Section 02300 — Earthwork. 3.4 SUBGRADE SLOPES AND FINAL GRADES A. Final subgrade grades shall conform to the lines and grades shown on the drawings. The measured grades shall not deviate more than 0.06 feet from the planned grades and not vary more than 0.04 feet in ten (10) feet in any direction. Laser grading with a laser guided road grader is required. B. All subgrade elevations shown on the drawings shall be completed by the Contractor and inspected by the Owner's Representative prior to commencing with the subsequent work items. Finish subgrade elevation shall be verified with laser plane equipment in the presence of the Owner's Representative. 3.5 STONE MATERIAL SAMPLING A. Prior to the importation of any of the permeable base materials (base stone and top stone), provide to the Owner a A cubic foot sample and a certified test lab report of the sieve analysis of the products. The materials shall be in compliance with the same sieve z z c4 UO CD J i-- w gQ d I-w z� Z U O - O H w w .. z w U o z sizes specified and associated restrictions per Part 2.3. The turf manufacturer and the Owner shall be the final determining factor in establishing compliance with sieve requirements and restrictions. No material shall be brought onto the job site until the initial sieve analysis has been approved by the turf manufacturer and the Owner in writing. The testing laboratory shall be an independent, professional testing laboratory, approved by the Owner. B. During the course of importation of the permeable base materials, continually check the materials to ensure they continue to meet the Specifications. Failure to do so may �. require that the Contractor remove non - complying material from the site at his own cost. 1. The Owner may take random samples for testing at their own laboratory. In the event • , that any sample taken and tested by the Owner reveals that non - complying material is being imported, the Contractor shall cease all importation until the Owner is assured that = "' • the Contractor is meeting the Specifications. �► aft* IN PERMEABLE BASE STONE FOR SYNTHETIC TURF 02790 - 4 © Bruce Dees & Associates 2003 j .. 'sN; >Fa;'. . 1�'r .. uP� ".r a� 1 C.... . ... .3:a »..x ,., ,.,.,,.t....,•..,.... .u. .. .. -- r.,..- ... «,.... ...c,..,,«..rn: pry. F.-.... wJ•'. ers' z.. t. :.iE;.liaxo.`th. »,fabt.nr,.,U.k 7;e?uaFtK n Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf May 21, 2003 Section 02790 2. In the event that the Owner's sieve analysis and the Contractor's sieve analysis are at variance, and either analysis reveals the material to be non - complying, the Contractor shall obtain the services of a third party professional testing laboratory, which, in turn shall analyze samples selected by the Owner. Such analysis shall be turned over to the Owner for resolution. Third party testing fees shall be the responsibility of the Contractor. z C. The certified test lab reports required in the paragraph above, shall be submitted by the ,1- Contractor as early as possible to avoid potential delays in the Contract due to sample w rejections. —J v 00 CO 13 co w 3.6 DRAIN PIPE / DRAINAGE AGGREGATE -J H w 0 A. See Section 02630 — Storm Drainage. N LL. < 3.7 BASE STONE = a 1- w A. The specified base stone shall be carefully placed as close as practical to its final in z F place location (within 40'of discharge point) to avoid pushing the material any distance z o to avoid aggregate segregation. N 1. Remove and replace any segregated material. U o 2. Compact base stone over the subgrade and/or drainpipe to the grades and elevations 0 H shown on the drawings. 3. If the thickness of the planned base stone exceeds six (6) inches, the stone shall be placed Ill v in horizontal layers not exceeding six (6) inches and each layer shall be "proof" rolled to u_ ~O 90 percent relative compaction (modified proctor) with a smooth drum, vibratory roller. w z U ( " ) B. Finished surface shall be "proof' rolled with a smooth drum, vibratory roller to provide � I a non - yielding, smooth, and flat surface. z C. Final base stone grades shall conform to the lines and grades shown on the drawings. The measured grades shall not deviate more than 0.04 feet from the planned grades and not vary more than 0.04 feet in ten (10) feet in any direction. Laser grading is required. D. The top surface of the base stone shall be sloped as shown on the drawings. E. All base stone grades shown on the drawings shall be completed by the Contractor and inspected by the turf manufacturer and the Owner's Representative prior to commencing with the subsequent work items. 3.8 TOP STONE A. The specified top stone shall be carefully placed as close as practical to its final in -place location to avoid pushing the material any distance to avoid segregation of the aggregate. Remove and replace any segregated material. Compact over the base stone to the grades and elevations shown on the drawings. PERMEABLE BASE STONE FOR SYNTHETIC TURF wQ�u�.trc �c."Uw 1Z4.1vznoe " +� 02790 - 5 © Bruce Dees 8 Associates 2003 Starfire Sports Soccer Complex Permeable Base Stone for Synthetic Turf May 21, 2003 Section 02790 B. The finished surface shall be "proof' rolled with a smooth drum, vibratory roller to provide a non - yielding, smooth, and flat surface. C. Final top stone grades shall conform to the lines and grades shown on the drawings. The measured grades shall not deviate more than 0.04 feet from the planned grades and not vary more than 0.02 feet in ten (10) feet in any direction. ii- D. The top surface of the top stone shall be sloped as shown on the drawings. 6 E. All top stone grades shown on the drawings shall be completed by the contractor and v o inspected by the turf manufacturer and the Owner's Representative for approval in co w writing for the purpose of warranting the artificial turf prior to commencing with the U.1 F subsequent work items. 2 o w 2 3.9 PERIMETER HEADER / NAILER u.. Q a A. See Section 02792 — Plastic Lumber. � _ - Z �. HO 3.10 PERMEABLE BASE STONE ACCEPTANCE UJ D A. Prior to synthetic turf placement, the synthetic turf manufacturer /installer must provide 0 to — written acceptance that the in -situ material is acceptable as a base course for their system and that it will not adversely affect their system's performance or warranty. v .. Z w v= 0 I — A. Maintain a clean and safe working environment throughout the project site. 0 3.11 CLEAN -UP 1. Regularly police the project site for trash and project debris. 2. Dispose of all trash. END OF SECTION 02790 PERMEABLE BASE STONE FOR SYNTHETIC TURF 02790 - 6 © Bruce Dees & Associates 2003 ,t� lalitAnC Starfire Sports Soccer Complex May 21, 2003 SECTION 02792 — PLASTIC LUMBER PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Plastic lumber nailer and header boards, and hardware for Synthetic Turf Edge. Plastic Lumber Section 02792 B. Related Sections include the following: 1. Section 02790 — Permeable Stone Base for Synthetic Turf System. 2. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 SUBMITTALS A. General Requirements: Meet requirements of Section 01300 Administrative Procedures. B. Product Literature: Submit product literature for header boards. i a C. Samples: 1. 2" x 4" plastic lumber materials sample (min. 6" long). 1.3 PRODUCT DELIVERY, STORAGE AND HANDLING A. Material: Close stack material in a manner that will prevent material from sagging or becoming crooked. PART 2 - MATERIALS 2.1 HEADER /NAILER BOARDS A. Header /nailer boards shall be 100% recycled or virgin resin plastic. Products shall be UV (ultra violet) stabilized and guaranteed for 50 years against damage caused by mildew, rot, fungal decay, insects, and water absorption. B. Approved Product: RESCO Plastic Lumber. 1- 800 - 266 -5097. 2.2 HARDWARE A. Bolts, Nuts, and Washers: Shall be hot -dip galvanized steel of the size and length as shown on the Drawings. PLASTIC LUMBER nantWm. $fl 02792 - 1 © Bruce Dees & Associates 2003 z • • ~ w cc 2 6 O 0 (I)0 LLI J = H (/)w w° co u. I Z = I- 0 Z F- w U 0 o I— w L0 t ii z U N P. _ o~ z Starfire Sports Soccer Complex May 21, 2003 PART 3 - EXECUTION 3.1 SYNTHETIC TURF EDGE A. Install as shown on drawings. 3.2 PROTECTION AND CLEAN UP A. Protection: 1. Replace any boards that are broken or chipped. B. Debris: Remove all debris. END OF SECTION 02792 PLASTIC LUMBER Plastic Lumber Section 02792 02792 - 2 0 Bruce Dees & Associates 2003 o�. Starfire Sports Soccer Complex Chain Link & Wire Fencing & Gates May 21, 2003 Section 02820 SECTION 02820 — CHAIN LINK & WIRE FENCING & GATES PART 1 - GENERAL 1.1 SUMMARY A. This Section includes: 1. Six -foot (6') high vinyl- coated chain link fence and gates. 2. A welded wire architectural fence. 1.2 RELATED SECTIONS A. Coordinate related work specified in other parts of the Contract Documents including, but not limited to the following: 1. Section 02741 — Hot -Mix Asphalt Concrete Paving. 2. Section 03300 — Cast -In -Place Concrete. 3. Section 05500 — Metal Fabrications. 4. Section 09900 — Painting. 5. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.3 JOB CONDITIONS/PRECAUTIONS A. Coordinate post locations with utility lines. B. Place fence posts prior to concrete paving. Coordinate with concrete Contractor. C. Place fence posts prior to asphalt paving or sleeved per details. Coordinate with asphalt Contractor. 1.4 SUBMITTALS A. Submit composite data sheets on all materials and fabric samples. B. Submit shop drawings for swing and slide gates. CHAIN LINK & WIRE FENCING & GATES 02820 - 1 ©Bruce Dees & Associales 2003 Starfire Sports Soccer Complex Chain Link & Wire Fencing & Gates May 21, 2003 Section 02820 PART 2 - PRODUCTS 2.1 CHAIN LINK FENCE A. Posts: 1. All posts shall be standard hot -dip galvanized steel pipe; straight, true as to section and unspliced. 2. 4' and 8' Fence Line and Terminal Posts: a. Line posts shall be 2 -3/8 inch outside diameter, Schedule 40 galvanized pipe, weight 3.65 pounds per lineal foot. b. Terminal posts shall be 3 inch outside diameter, Schedule 40 galvanized pipe, weight 5.79 pounds per lineal foot. 3. All post finials shall be standard moisture proof, heavily galvanized, malleable iron securely fastened to posts. B. Rails: 1. All fences shall have both top and bottom rails. 2. Rails shall be standard galvanized steel pipe 1 -5/8 inch outside diameter, weight 2.27 pounds per lineal foot. 3. Top rail shall be securely fastened to terminal posts and pass through tops of line post fittings, forming a continuous rail for the full length of fence. Top rail shall be furnished in random lengths from 18 to 20 feet long and with standard hot -dip galvanized steel expansion couplings not less than 6" in length. Short lengths shall not be used adjacent to terminal posts. C. Brace Assembly: 1. All terminal and gate posts shall be furnished with standard complete brace assembly as specified by the fence manufacturer. D. Tension Bars: 1. Tension bars shall be used at all terminal posts. Tension bars shall be of type furnished and fastened as specified by the fence manufacturer and as approved by the Owner's Representative. E. Fabric: 1. 9 Gauge Core Wire, Vinyl- Coated: a. 0.148" steel core wire b. 0.30 oz. /ft. galvanized coating on core wire 2. Mesh Size: a. 1 -3/4" mesh — 10' Tennis Court fence b. 2" mesh — All other fencing (4' and 8' entry columns) 3. Knuckle selvage top and bottom. F. Swing Gates: 1. Gate shall be provided where shown on plans and hinged to swing back against fence. Frames shall be 2 inch outside diameter galvanized pipe, weight 2.72 pounds per lineal foot. CHAIN LINK & WIRE FENCING & GATES 02820 - 2 0 Bruce Dees d Associates 2003 .. .. - ..w,::a:..a..�..r...�.�... r.,, ✓�.,.a,, ..:.w.�o Ena..'1�bRSW.L+Isun„ � :J:Ci�btGt ".� Starfire Sports Soccer Complex Chain Link & Wire Fencing & Gates May 21, 2003 Section 02820 2. All joints shall have welded corner fittings to make a rigid frame. Welded frames shall be galvanized after welding. Gate, hinges, latches, keepers, braces, and all other fittings shall be as specified by the fence manufacturer and approved. 3. Provision shall be made for padlocking all gates in an open (full open to the inside) or closed position. The device shall be subject to approval. 4. Gate Posts a. 4 -inch outside diameter, Schedule 40 galvanized pipe, weight 9.1 pounds per lineal foot. b. Concrete for post setting shall conform to the Standard Specifications for Class "3000" concrete. G. Galvanizing: 1. Galvanizing shall be in accordance with ASTM designation, Al20 or Al23, excluding paragraph 9b of Al23. Fittings shall be in accordance with A153. All posts, rails, and fabric shall be hot -dip galvanized. Except for fabric, the weight of galvanized coating shall be 1.8 ounce per square foot of actual surface. H. Vinyl Coating: 1. Fabric and all materials shall be hot dipped galvanized prior to vinyl coating. 2. Vinyl coating shall be thermally fused and bonded, Class 2B. 3. Thickness of vinyl coating fabric shall be 6 -10 mil. All other material shall be 10 -14 mil. 4. Color: "Black ". I. Paint: 1. All nuts, bolts, and washers shall be painted to match vinyl coating. J. Aluminum Cantilever Slide Gates: 1. Gate frames shall be made of 2" square aluminum tubing, alloy 6063 -T6, weighting .94 pounds per lineal foot and shall be welded at all corners so as to form a rigid one -piece unit. Fabric shall be securely stretched and held on all four sides in the 2" square tubing by sue of hook bolts and tension rods. Fabric filler shall match fence. 2. Gate leaf size shall have a cantilever overhand of 10' -0" minimum. 3. All cantilever overhang frames shall have 3/8" galvanized steel brace rods. 4. The enclosed track shall be a combined track and rail aluminum extrusion having a total weight of 3.72 pounds per foot and designed to withstand a reaction load of 2,000 pounds. 5. Two swivel type zinc die cast trucks having four sealed lubricant ball- bearing wheels, 2" in diameter by 9/16" in width, with two side rolling wheels to insure alignment of truck in track shall be provided for each gate leaf. Trucks shall be held to post brackets by 7/8" diameter ball bolts with %Z" shank. Truck assembly shall be designed to take the same reaction as the track. 6. All gate hinges, latches, brackets, guide assemblies and stops shall be galvanized after fabrication malleable iron or steel. A positive latch shall be provided with provisions for padlocking. 7. Gates shall be installed on 4 inch outside diameter, Schedule 40 galvanized pipe posts, weight 9.1 pounds per lineal foot. Two posts are to be used for single slide gate. 8. Guide wheel assemblies shall be provided for each supporting post. Each assembly shall consist of two rubber wheels 4" in diameter and shall be attached to post so that the bottom horizontal member will roll between the wheels that can be adjusted to maintain plumb gate frames and proper alignment. CHAIN LINK & WIRE FENCING & GATES 02820 - 3 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Chain Link & Wire Fencing & Gates May 21, 2003 Section 02820 PART 3 - EXECUTION 3.1 FENCING A. Line and Grade: z 1. Line and grade shall follow designed finish grade and coordinate points as shown. The = 1.: Contractor shall notify the Owner's Representative of his intention to begin work. w re 2 B. Post Holes: v 1. Stake all post locations as shown on the details for approval prior to augering post holes. t oo 2. Do not begin construction until finish grading has been completed and approved. Auger co III h Ill oles for post footings in firm, undisturbed or compacted soil. Excavate hole depths as . I- detailed. Excavate deeper as required for adequate support in soft and loose soils, and w u ' O for posts with heavy lateral loads. Waste hole spoils on site. 2 C. Post Setting: u_ 1. All in- ground posts shall be set in concrete footings. Diameter of holes and depth of _ co footings shall be as detailed. z 1 2. Line posts shall be spaced as detailed. 3. Tops of post footings shall be as detailed. z I- 4. Coordinate post setting with concrete or asphalt paving as where appropriate. 2 D U 0— 0 I— wW = U E. Fabric: L 0 1. Leave 2" (maximum) between finish grade and bottom of fabric. Pull fabric taut and tie Z to posts and rails. Install fabric on field side of fence or court and anchor to framework c.) so that fabric remains in tension after pulling force is released. ~ 2. Fabric shall not extend above top rail. z D. Rails: 1. Stretch fabric and tie to posts and rails with wire ties or clips at 12" on center. F. Paint: 1. Paint nuts, washers, and bolts on the fence to match the vinyl- coated fabric color. See Section 09900 — Painting. 3.2 CLEANUP A. Leave grounds in good condition, remove all sand, gravel, debris, dirt, and leave fence complete and workable in all details. 3.5 GUARANTEE A. Guarantee in every detail the material and construction against defects. Any defects, which develop within one (1) year from date of final acceptance, shall be replaced at the Contractor's expense. END OF SECTION 02820 CHAIN LINK & WIRE FENCING & GATES 02820 - 4 © Bruce Dees & Associates 2003 :•vryRV3My SKCp�yy' -: • . Starfire Sports Soccer Complex Architectural Fence May 21, 2003 Section 02835 SECTION 02835- ARCHITECTURAL FENCE PART 1 - GENERAL 1.1 SUMMARY A. The work entails construction of the welded wire fence and gates. 1.2 RELATED SECTIONS A. Coordinate related work specified in other parts of the Contract Documents including, but not limited to the following: 1. Section 02820 — Chainlink Fencing & Gates. 2. Section 03300 — Cast -In -Place Concrete. 3. Section 05500 — Metal Fabrications. 4. Section 09900 — Painting. 5. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.3 JOB CONDITIONS/PRECAUTIONS A. Coordinate post locations with utility lines. 1.4 SUBMITTALS A. Submit composite data sheets on all materials and fabric samples for fence. B. Submit shop drawings on posts, footings, corner details, and gates. PART 2 - PRODUCTS 2.1 WELDED WIRE FENCE A. Mesh: 1. Shall be high tensile, double -drawn welded steel wire and rod. Vertical wire to be 6mm O.D., double horizontal wire rod to be 8mm O.D. 2. Mesh panels for fencing shall have vertical wires which project 30mm below bottom rail. B. Fence Posts: 1. Shall be spaced @ approx. 2,500mm (98.4 ") on center. 2. "Fit- Fence:" To be rectangular steel tube post 60 x 40mm and 20 x 40mm, with 8mm O.D. mounting hooks inside for hanging mesh. 3. Curved top cap shall have 10mm hexagonal or one -way countersunk to clamp and secure mesh. 4. Concrete for post setting shall conform to the Standard Specifications of Class "3000" concrete. ARCHITECTURAL FENCE 02835 -1 Starfire Sports Soccer Complex Architectural Fence May 21, 2003 Section 02835 5. Tops of post footings shall be as detailed. C. Swinging Gates: 1. Posts shall be 100mm or larger welded square tube steel; gate wing frames shall be 60 x 40mm or larger welded rectangular tube steel. 2. Gate wing to be infilled with mesh or vertical steel bars 30 x 20mm, welded to Z frames. ,.., I H 3. Base bolt to be contained within gate wing frame. ui D. Hardware: A- o 0 1. All bolts and nuts shall be hot -dip galvanized or stainless steel. co o 2. Fit- Fence: Vandal - resistant 12mm bolts. co = H U)LL E. Corrosion Protection: w o 1. Unless otherwise indicated, all parts to be hot -dip galvanized after fabrication with 5 minimum layer of 1.8 oz. /sq. ft. zinc. ., , u_ 2. Surface shall then be mechanically cleaned and roughened with stainless steel co d sandblast for optimal coating adhesion and polyester powder- coated per German ± d w Industry Norm 50976 in non -lead, UV- stable, thermally -set polyester powder paints. Z = F. 3. Matching liquid paint to be provided for field touch -up. - 0 4. Bolts and nuts shall be hot -dip galvanized or stainless steel only, for field painting. w uj uj F. Type and Options: o 0 1. Fence: "Fit".. "Legi -R- Fence ". p 1-. 2. Post: Type "A" vertical. w w 3. Installation: Concrete footing as detailed. t F 4. Height: 2,230 mm (88 ") u_ 0 5. Mesh: Type "S" 52 x 200mm opening. i:i Z to 6. Corners: Type "N" field angled mesh, no post - no hardware. H = 7. Color: Black. 0 1-- z G. Acceptable Manufacturers: 1. Legi -or approved equal. Available from Outer Space Landscape Furnishings, telephone (800) 338 -2499. 2.2 LOCKSET A. Adams Rite Deadlock, Series MS 1850S. 1. Face Plate Shape: Flat. 2. Finish: Satin aluminum. 3. Coordinate back set and handing. 4. Manufacturer: Adams Rite Manufacturing (562) 699 -0511 B. Key to Owner's key system. 1. Key Schedule: a. Require qualified representative of the hardware supplier to personally meet with the Owner and obtain the Owner's written key requirements. b. Include a separate key schedule, showing clearly how the Owner's instructions on keying of locks has been fulfilled. ARCHITECTURAL FENCE 02835 -2 Starfire Sports Soccer Complex Architectural Fence May 21, 2003 Section 02835 2. Samples: Upon request, submit actual material samples of items indicated as for color selection. 3. Templates: Hardware supplier will furnish hardware templates to the Contractor for each fabricator of doors, frames, and other work to be shop prepared or factory prepared for the installation of hardware. Upon request, check shop drawings of such other work, to confirm that adequate provisions are made for proper location and installation of hardware. F= 4. Under provisions of Section 01330, submit the following: w a. Product information. b. Hardware schedule. 0 0 c. Manufacturer's published operation and maintenance data. Include data on u 0 operating hardware, lubrication requirements, and inspection procedures w w related to preventive maintenance. J = d. Tools and extra materials as required. tu p e Manufacturer's warranties, revised to meet criteria as established within this 2 section. Warranties shall commence upon final acceptance. g _, u. PART 3 - EXECUTION = w ~ _ z'- 3.1 INSTALLATION i- o zt- A. Line and Grade: w U� N Line and grade shall follow designed finish grade and coordinate points as shown. 0 !- Install post to correct height to conform to grade change. Set posts plumb. The 11.1 v Contractor shall notify the Owner's Representative of this intention to begin work. u w U 0 z 1 - Do not begin construction until finish grading has been completed and approved. Drill holes for post footings in firm, undisturbed or compacted soil. Excavate hole depths approximately 3 inches lower than post bottom. Excavate deeper as required for adequate support in soft and loose soils, and for posts with heavy lateral loads. B. Posts: C. Post Setting: 1. All posts shall be set 36 inches in concrete footing or walls as detailed. Holes for post footings shall be approximately 38 inches deep. Diameter of post holes in soil shall be no less than 15 ". 2. Install so posts are plumb when under proper tension. D. Fabric: 1. Leave approximately 1 inch between finish grade and bottom fabric on the uphill side. Install posts on field side of fence. 2. Install in strict conformance with manufacturer's instructions. E. Touch up and Repair: 1. Touch up or paint any unpainted hardware marks or scratches to match fence. 2. Replace any damaged fabric or other materials, as directed. ARCHITECTURAL FENCE 02835 -3 tiuyyl:.�. RL >�1n?t?>'tiY.s3 °�1,L• Starfire Sports Soccer Complex Architectural Fence May 21, 2003 Section 02835 3.2 GATES A. Set gates level, plumb, and aligned. B. Gates to be lockable in the open and closed position. C. Provide lockset template to gate manufacturer for proper placement of cut out. z re w D. Provide one lockset at each gate. 6 v 1. Coordinate placement of gate holder with current finish grade. 0 0 2. Adjust properly for easy operation. w= 3.3 CLEANUP N u_ wo A. Contractor shall leave grounds in good condition, remove all sand, gravel, debris, g dirt, and leave fence complete and workable in all details. u_ N 3.4 GUARANTEE z � A. The Contractor shall guarantee in every detail the material and construction against w o uj defects. Any defects which develop within one year from date of final payment shall be replaced at the expense of the Contractor. v O — DH ww -o ..z w = 0 END OF SECTION 02835 ARCHITECTURAL FENCE 02835 -4 z Starfire Sports Soccer Complex May 21, 2003 SECTION 02870 - SITE FURNISHINGS PART 1 - GENERAL z 1.1 SUMMARY 1 w A. This Section includes: tr 1. Soccer Net Equipment 0 2. Tree Grates co ° 3. Flagpole w = J F— B. All items are to be provided complete "in- place ". w 0 0 E C. Related Sections include the following: g 5 1. Division 2, Section 02300 — Earthwork, for excavation for installation of concrete c footings. _ 2. Division 3, Section 03300 — Cast -in -Place Concrete, for concrete footings. z H 3. Drawings and General Provisions of the Contract, including General and Supplementary i— 0 Conditions and Division 1 Specification Sections, apply to this Section. w 1- uj 0 — ° I- w A. Product Data: For each type of product indicated. Include construction details, material 1- v descriptions, dimensions of individual components and profiles, finishes, field- assembly u_ p requirements, and installation details. Ili Z U= B. Samples for Initial Selection: For units with factory- applied color finishes. p I z 1.2 SUBMITTALS C. Product Schedule: For site furnishings. Use same designations indicated on Drawings. 1.3 QUALITY ASSURANCE A. Source Limitations: Obtain each type of site furnishings through one source from a single manufacturer. 1.4 ALTERNATES A. Refer to form of "Bid Proposal" for possible affect on this section. SITE FURNISHINGS Site Furnishings Section 02870 02870 - 1 0 Bruce Dees & Associates 2003 'M.n+:nNit.'Wja..u. -q.w. ±'l N/.. WJ F�RAbiR'.W'.Wbw4wrrmi-nr....�.- - Starfire Sports Soccer Complex May 21, 2003 PART 2 - PRODUCTS 2.1 SOCCER NET EQUIPMENT A. Description: 4 'I2" posts with fixed eyes on one post with adjustable site pulley, adjustable net tightener, and fixed yes on mating post. B. Quantity: Four (4) pair. C. Available From: Northwest Recreation, 1- 800 - 448 -4858. 2.2 TREE GRATES A. Description: 1. Ironsmith Starburst Rectangular Series 2. 2. Model M 6017 -2, 60" round tree grate. 3. Steel angle frame; 1 '/" x 1 '/a" x'' /a" — hot dip galvanized frame. B. Quantity: Five (5). C. Available from: Park Forms; 1 -800- 875 -7529. 2.3 FLAGPOLE A. Description: Aluminum flagpole shall meet the following: 1. Height Above Ground: 35' 2. Butt Diameter: 7" 3. Top Diameter: 3.5" 4. Wall Thickness: .156" 5. Ball Diameter: 6" 6. Options: internal Halyard -Roped System. 7. Color: Clear anodized. 8. Product: Fabricate from seamless extruded tubing, complying with ASTM -B241, alloy 6063 -T6, tensile strength not less than 30,000 psi and a yield point of 25,000 psi. Heat treat and age harden after fabrication. B. Quantity: One (1). C. Available From: Flags A' Flying, LLC, 1- 800 - 426 -1511. SITE FURNISHINGS Site Furnishings Section 02870 02870 - 2 © Bruce Dees & Associates 2003 rx:a:i:;aS; 1 J J Starfire Sports Soccer Complex May 21, 2003 PART 3 - EXECUTION 3.1 EXAMINATION Site Furnishings Section 02870 A. Examine areas and conditions, with Installer present, for compliance with requirements z for correct and level finished grade, mounting surfaces, installation tolerances, and other conditions affecting performance. re 2 B. Proceed with installation only after unsatisfactory conditions have been corrected. v 0 0 moo. J H 3.2 INSTALLATION, GENERAL � w u j 0 A. Comply with manufacturer's written installation instructions, unless more stringent requirements are indicated. Complete field assembly of site furnishings, where g require , B. Install site furnishings before paving has been completed. z C. Install site furnishings level, plumb, true, and securely anchored at locations indicated w w on Drawings. U 3.3 SOCCER NET EQUIPMENT o 1— w w 0 A. Install plumb in accordance with manufacturer's instructions. Set in Class 3000 1 u' ..z 3.4 TREE GRATES � O z A. Construct as detailed. Set grate level with top of frame flush with concrete work and anchor in strict conformance with manufacturer's instructions. concrete. 3.5 FLAGPOLE A. Install plumb in accordance with manufacturer's instructions. Set in Class 3000 concrete. 3.6 CLEANING A. After completing site furnishing installation, inspect components. Remove spots, dirt, and debris. Repair damaged finishes to match original finish or replace component. END OF SECTION 02870 SITE FURNISHINGS 02870 - 3 © Bruce Dees & Associates 2003 .v,......:e:ru:. t <xrdsa.5 xttMawMacxwx 1 n m, Starfire Sports Soccer Complex May 21, 2003 SECTION 02920 — SEEDING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes the following: 1. Lawn seeding. 2. Topsoil installation. 3. Maintenance. B. Related Sections include the following: 1. Section 02300 — Earthwork. 2. Section 02800 — Landscape Grading. 3. Section 02930 — Planting. 4. Section 02810 — Irrigation. 5. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 DEFINITIONS A. "Finish Grade ": Elevation of finished surface of planting soil. B. "Topsoil ": Imported topsoil /planting soil. C. "Subgrade ": Surface or elevation of subsoil remaining after completing excavation, or top surface of a fill or backfill immediately beneath planting soil. 1.3 QUALITY ASSURANCE A. Installer Qualifications: A qualified landscape installer whose work has resulted in successful lawn establishment. 1. Installer's Field Supervision: Maintain an experienced full -time supervisor on Project site when planting is in progress. B. Pre - Installation Conference: Conduct a conference at Project site. 1.4 SUBMITTALS Seeding Section 02920 A. Seed Analysis: Submit a complete seed analysis. Analysis shall include percent of pure seed, germination, other crop seed, inert and weed, and the germination test data. Itemize all crop seed in excess of one percent. B. Topsoil Analysis: Furnish soil analysis by a qualified, independent soil - testing laboratory stating percentages of organic matter; gradation of sand, silt, and clay SEEDING 02920 - 1 0 Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 content; cation exchange capacity; deleterious material; pH; and mineral and plant - nutrient content of topsoil. C. Topsoil sample (1 gallon), sieve analysis, product information. D. Fertilizer Certification: Submit duplicate copies of all invoices for all fertilizer showing the grade furnished. PART 2 - PRODUCTS 2.1 SEED /SOD A. Lawn Grass Seed: 1. Mixture: 100% by weight, Turftype, Perennial Ryegrass. 2. Ryegrass Type: Blend of two or three of the following: Dasher II, Fiesta II, Diplomat, Omega II, Manhattan II, Prelude Brightstar, Saturn, EIF, SR4200, or Tophat. 3. % Pure Seed: Ryegrass 90 %. 4. Min. % Germination: Ryegrass 90% 5. Weed Seed: Total weed seed for the mixture shall not exceed 0.5 %. B. Other Seed Requirements: 1. Seed Law: Conform to the requirements of the Washington State Seed Laws, and where applicable, the Federal Seed Act. 2. Noxious Weed Seed: All seed shall be free of seeds of weeds listed as primary noxious by the Washington State Seed Law. Seeds shall not contain seeds of weeds listed as secondary noxious by the Washington State Seed Law, singly or collectively in excess of the labeling tolerance specified by the Washington State Seed Law. 3. Rejection: When seeds furnished under this specification fail to meet the requirements within tolerance, as provided by the Washington State Seed Law, the lot shall be rejected or subjected to fiscal adjustment. 4. Recleaning: Seeds shall be thoroughly recleaned and of uniformly good quality and appearance throughout each lot. 5. Preparation for Delivery: Seeds shall be packed in clean, sound containers of uniform weight. Seed shall be labeled as required by law. 6. Reference Specifications: Chapter 15.49, Washington State Seed Law. 2.2 FERTILIZER A. For Incorporation with Seeding: 1. Grass Installation: a. 10- 10 -20- or 16 -16 -16 fertilizer with the following characteristics: 1) 50% of the nitrogen shall be derived from 38% urea formaldehyde. 2) Potash shall be derived from sulfate of potash. SEEDING Seeding Section 02920 02920 - 2 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 b. Preparation for Delivery: Fertilizer shall be packaged in new, waterproof, nonoverlaid, bags, clearly labeled as to weight, manufacturer, and content. 2. Grass Establishment: a. 15 -7 -7 fertilizer with the following characteristics: 1) Contain the following per ton: a) Nitrogen shall be totally derived from miloganite (1,020 lbs.) and 38% urea formaldehyde (1601bs.). b) Phosphoric acid shall be derived from miloganite. c) Potash shall be derived from sulfate of potashmagnesia. d) The fertilizer shall contain 4% magnesium, 3% iron, and 5% sulphur. b. Preparation for Delivery: The fertilizer shall be packaged in new, waterproof, nonoverlaid, fifty pound (50 lb.) and eighty pound (80 lb.) bags, clearly labeled as to weight, manufacturer, and content. 2.3 HYDROSEEDING MULCH A. 100% wood fiber mulch manufactured by the defibrating process, from fir, hemlock, or alder. 1. The mulch shall have a minimum of 60% of fibers 8.5 mm or longer and 77% of the total fiber exceeding 3.5 mm in length. 2. Wood fiber mulch shall be in uniform weight displayed clearly on each package. 3. Fiber shall be dyed green in color to provide visual metering of application. 4. Tackifier shall be incorporated into the wood fiber during the drying process. a. Percentage of tackifier shall not be les than 2% or greater than 10 %, with the percentage used clearly labeled on outside of package. 2.4 TOPSOIL (PLANTING SOIL) A. Mixture of 30% weed -free compost and 70% Loamy Sand screened through a 3/8" screen. 1. Compost: Well - composted, stable, and weed -free organic matter, pH range of 5.5 to 8; moisture content 35% to 55% by weight; 100% passing through ' /s" sieve; soluble salt content of 5 to 10 decisiemens /m; not exceeding 0.5 percent inert contaminants and free of substances toxic to plantings; and as follows: a. Organic Matter Content: 50% to 60% of dry weight. b. Feedstock: Agricultural, food, or industrial residuals; biosolids; yard trimmings; or source - separated or compostable mixed solid waste. PART 3 - EXECUTION 3.1 EXAMINATION Seeding Section 02920 A. Examine areas to receive lawns and grass for compliance with requirements and other conditions affecting performance. Verify finish subgrade is correct before beginning work. Proceed with installation only after unsatisfactory conditions have been SEEDING 02920 - 3 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 corrected. Beginning of landscape installation indicates acceptance of existing conditions. 3.2 PREPARATION A. Protect structures, utilities, sidewalks, pavements, and other facilities, trees, shrubs, and plantings from damage caused by seeding operations. B. Protect adjacent and adjoining areas from hydroseeding overspray. 3.3 LAWN PREPARATION Seeding Section 02920 A. Limit lawn subgrade preparation to planted areas. B. Newly Graded Subgrades: Loosen subgrade to a minimum depth of 4 inches. Remove stones larger than 2 inches in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property. C. Topsoil Placement: 1. Spread planting soil mix to a depth indicated on the drawings but not less than required to meet finish grades after light rolling and natural settlement. Do not spread if planting soil or subgrade is frozen, muddy, or excessively wet. D. Finish Grading: Grade planting areas to a smooth, uniform surface plane with loose, uniformly fine texture. Grade to within plus or minus 1/2 inch of finish elevation. Roll and rake, remove ridges, and fill depressions to meet finish grades. Limit fine grading to areas that can be planted in the immediate future. E. Moisten prepared lawn areas before planting if soil is dry. Water thoroughly and allow surface to dry before seeding. Do not create muddy soil. F. Restore areas if eroded or otherwise disturbed after finish grading and before planting. G. Obtain approval of finish grade prior to seeding. 3.4 HYDROSEEDING A. Hydroseeding: After finished grading is complete and approved, apply seed, fertilizer and mulch in one operation by an approved hydroseeder, which utilizes water as the carrying agency and maintains a continuous agitator action that keeps seed and fiber in a homogeneously -mixed slurry until pumped from tank. Distribution and discharge lines must be large enough to prevent stoppage and must be equipped with a set of hydraulic discharge spray nozzles, which provides a uniform distribution of the slurry. All spill over on equipment, pavement, trees, etc. shall be immediately cleaned off. SEEDING 02920 - 4 Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 B. Rates (per 1000 s.f.) 1. Seed: 6.9 lbs. 2. Grass Installation Fertilizer: 15 lbs. 3. Mulch: 46 lbs. 4. Tackifier: 1 lb. 3.5 SECOND FERTILIZER APPLICATION w rx A. Approximately two weeks after seeding and before the first mowing, apply the second v o half of the grass installation fertilizer at the rate of fifteen pounds (15 lbs.) per 1, 000 cn o co w square feet. J I CO Li. 0 3.6 MAINTENANCE M J A. All grass shall be mowed a minimum of three times before final acceptance. The first N mowing shall occur when the grass first reaches two (2 ") inches in height. Mow to a I w height of one and one -half inches (1 -1/2"). Mowing shall continue on a weekly basis z H thereafter until all grass areas or the project as a whole are accepted by the Owner's F- o Representative. w w U� 3.7 FERTILIZATION AFTER FIRST MOWING 0 t— ww o A. Following the first mowing, apply Grass Establishment Fertilizer at the rate of one 1 thousand three hundred pounds (1,300 lbs.) per acre or approximately thirty pounds (30 o lbs.) per one thousand square feet (1,000 s.f.). v czn t= _ 0 I 3.8 MAINTENANCE A. Includes watering, weed treatment, edging, and mowing. 1. Maintenance shall continue until the substantial completion. 3.9 RESEEDING OF BARE OR SPARCE AREAS A. Reseed and fertilize with Grass Establishment Fertilizer at the rate of four hundred pounds (400 lbs.) per acre, all areas failing to show a uniform stand of grass after germination of seed, or damage through any cause before final acceptance. The Contractor shall be responsible for protecting and maintaining all areas and continue to fertilize with 6 -2 -4 or Ammonium Sulfate at three week intervals at levels and type of fertilization as prescribed by the Owner's Representative. SEEDING ffi 4Vthll• K: S*,.+ Y' 15V;/ 3i1Ki w.eJ!?�'rtwCya..Fv:NQO:'.Sri Seeding Section 02920 02920 - 5 © Bruce Dees & Associates 2003 z Starfire Sports Soccer Complex May 21, 2003 3.10 INSPECTION AND SUBSTANTIAL COMPLETION Seeding Section 02920 A. After completing all seeding operations, the post - planting fertilization that follows the first mowing, and two subsequent mowings, the Owner's Representative will review the lawn areas for adequacy. Areas not fully germinated with uniform stand of grass, or areas damaged though any other cause prior to this inspection shall be reseeded as herein specified at the Contractor's expense. "Uniform stand of grass" is defined as a complete cover of lush, thriving, green grass with no bare spots greater than four (4) square inches. It must be emphasized the acceptance may occur after three mowings, but only when all of the other conditions of this project have been completely met. If the grass is not accepted after the three edgings and mowings, maintenance and weekly edging and mowing shall continue until acceptance. This additional maintenance may include disease control, special fertilizers, etc. 3.11 TEMPORARY FENCING A. Immediately following seeding, provide a four foot (4') high (minimum) temporary barrier fence around the entire perimeter of the seeded areas. B. Maintain the barrier until final acceptance of the project, then remove. 3.12 CLEANUP AND PROTECTION A. Promptly remove soil and debris created by lawn work from paved areas. Clean wheels of vehicles before leaving site to avoid tracking soil onto roads, walks, or other paved areas. B. Remove erosion - control measures after grass establishment period. END OF SECTION 02920 SEEDING 02920 - 6 0Bruce Dees ct Associates 2003 aii a`r"Jp,til w • A Starfire Sports Soccer Complex May 21, 2003 SECTION 02930 — PLANTING PART 1 - GENERAL 1.1 SUMMARY A. This Section includes: 1. Installing plant material as shown on the Drawings. 2. Installing fertilizer, mulch, and tree stakes. B. Coordinate related work and requirements specified in other parts of the Contract Documents, including but not limited to the following: 1. Section 02800 — Landscape Grading 2. Section 02810 — Irrigation Systems. 3. Section 02920 — Seeding. 4. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 REFERENCES A. Refer to the following standards: 1. WSDA Washington State Department of Agriculture - Rules Relating to Standards for Nursery Stock 2. American Standard for Nursery Stock, ANSI Z60.1 -1990 3. Hortus Third, Cornell University 1.3 SYSTEM DESCRIPTION A. Materials, equipment, and labor for planting; reestablishing finish grading of planting areas following planting; protection and immediate maintenance; guarantee and replacement; and related items necessary to complete the work indicated. B. Quantities: Determine exact amounts from Drawings. 1.4 SUBMITTALS A. Within 30 days after the award of Contract, submit documentation that plant materials have been ordered, purchase order number, and sample of each plant species. B. Product Data: 1. Mulch 2. Staking Materials PLANTING Planting Section 02930 02930 - 1 © Bruce Dees & Associates 1003 �.t� tii �dv 4 ,r •: Starfire Sports Soccer Complex May 21, 2003 C. Maintenance Data. Include special directions essential for Owner's maintenance program during guarantee /warranty period. Include duplicate copies for landscaping maintenance personnel use during maintenance period. D. Warrantees: Z I . Plant Material Warranty: Written Warranty on Contractor's letterhead. _ Z E. Samples: 6 1. Mulch - 1 cubic foot. .J • O N O N • W 1.5 QUALITY ASSURANCE A. Supplier, installer qualifications: Contractor to have at least five years experience w performing comparable work. ga � � a B. Pre - Installation Meeting: s 1. All plants shall be reviewed by the Owner's Representative on site prior to planting. Z Lu 2. Stake all tree locations for approval prior to excavating pits. 3. Plant two (2) trees and stake in the presence of the Owner's Representative prior to w O planting all other shrubs and trees. U 0 O sQ O H WW • U A. Products Excluding Plant Materials: o 1. Labeling: Furnish standard products in unopened manufacturer's standard containers W Z bearing original labels showing quantity, analysis and name of manufacturer. v 2. Storage: Store materials and products with protection from weather or other conditions 0 F- which would damage or impair their effectiveness. Z 1.6 DELIVERY, STORAGE, AND HANDLING B. Acceptance of Contractor - Procured Plant Materials: 1. Owner acceptance of Plant Materials at Delivery: Owner's Representative will review plant materials upon delivery to verify that plants are undamaged, healthy and satisfactory for which to provide the Warranty requirements described in these Specifications. 2. Unsatisfactory Conditions: Notify Owner's Representative immediately if unsatisfactory conditions are found that will not allow the plants to be warranted as described in these Specifications. 3. Acceptance of Warranty Responsibility: By accepting delivery of plant material, without providing written notification of unsatisfactory conditions, assumes Warranty responsibilities for the plant material as described in these specifications. 4. Unloading: Removing plant material from delivery vehicle. 5. Protection Prior to Installation: Protect from sun and drying winds from delivery until planted in final location on site. Heel -in all rootballs if not planted the same day as delivered. 6. Proper Plant Handling: Handle and protect plants, roots, rootballs, and new buds to prevent plant injuries. Pickup all plants from the rootball or container, not the trunk. 7. Unsatisfactory Materials: Immediately remove unsatisfactory materials from site. PLANTING Planting Section 02930 02930 - 2 Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 1.7 PROJECT SITE CONDITIONS 1.8 SEQUENCING AND SCHEDULING 1.9 WARRANTY PLANTING Planting Section 02930 8. Verification of Species: All plant material shall be delivered with tags or labels identifying species and variety (as applicable). Incorrect species shall be removed from the site immediately. A. Environmental Requirements: Plant during periods normal for optimum growth, as determined by season, weather conditions, and accepted practice. Contractor may conduct planting operations under unseasonable conditions, without additional compensation, by accepting full responsibility for subsequent resulting losses. B. Underground Conditions: 1. Locate utility lines and underground obstructions to avoid damage during excavation. 2. Repair and replace damaged buildings, equipment, underground utilities, irrigation equipment, paving, surfacing, stairs, and other work damaged as a result of Contractor's operations. 3. Locate and clearly mark irrigation pipe, wire, valves, and other underground equipment. A. Coordinate ordering of materials with Owner immediately following General Contract award. Ensure that specified sizes and quantities are furnished. B. Planting Schedule: Use good horticultural practices and judgment regarding timing of planting. A. Warranty Period for this work is as stated in General Conditions and begins at Owner acceptance. Warranty period for all plant material shall be one year from date of Owner acceptance. 1. Guarantee replacement: Acceptance of sample plants does not constitute acceptance of all plants. Final acceptance of plants shall occur at Owner acceptance of the completed project. a. Plant Materials: Warrant to be healthy and thriving. b. Remove and Replace Immediately During the Guarantee Period: Dead, diseased, dying, broken, or missing plant materials (except as noted below). Use specified plant and plant as specified; guarantee until acceptable, active, healthy growth is evident. c. Contractor's Responsibility: During Guarantee Period, Contractor is not responsible for replacing plants destroyed or damaged by vandalism, accidents caused by vehicle (other than Contractors), or Acts of God, provided that Contractor has exercised due care to protect the work. d. When required replacement time falls during nonplanting season, you may request Owner's permission to defer planting until proper season. If granted, immediately remove dead plants, including roots, from site. 02930 - 3 © Bruce Dees & Associates 2003 t.Y.t.r?.gA'0.Y t: YN; f�' !M'4•k!.25.1y'•U+r'..'�!�I�59.. Starfire Sports Soccer Complex May 21, 2003 A. Use import topsoil where shown on the Drawings (See Section 02920 - Seeding). 2.3 PLANTING SOIL Planting Section 02930 e. Backfill pits properly with topsoil. Finish grade and leave in acceptable condition until proper planting season occurs. Replace with plants of same kind and size as those originally planted. Plant as originally specified. 1.10 MAINTENANCE z A. The maintenance shall continue until final acce tance. ).- w p c4 2 1. At a minimum, maintenance shall include: watering, weed and pest control, and 6 n temporary barriers as required to insure healthy, thriving plant growth. v o N 0 . J F. PART 2 - PRODUCTS co o tu 2 2.1 MATERIAL - GENERAL , g Q A. Comply with Quality Assurance provisions, references, specifications, and 1. W manufacturer's data. z I- o w 2.2 PLANT MATERIALS 2 o U A. Meet or exceed following reference standards for quality, size, and condition: o I- 1. WSDA Rules Related to Standards for Nursery Stock. w w 2. ANSI Z60.1 -1990: Nursery Stock. 1- v 3. American Joint Committee of Horticultural Nomenclature: Standardized Plant Names. "-- O id B. Plant abbreviations (see Drawings for complete plant list): v B &B Balled and burlapped S Small O 1- BR Bare root M Medium z br Branches L Large cal Caliper EXL Extra large cont Container NCN No common name dia Diameter oc On center gal Gallon tri- spaced Triangular spaced 2.4 FERTILIZER A. Tree Planting Fertilizer: 1. "Best Paks- 20 -10 -5 in biodegradable packet available from Simplot Turf and Horticulture, 1- 800 - 992 -6066. PLANTING 02930 - 4 0 Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 2.5 TREE STAKING & GUYING MATERIALS 1. Stakes: Douglas fir with pointed end. 2. Tree Guying: a. "Arbortie ": Flat woven flexible synthetic fiber %" wide with a break strength of 900 lbs. Color: Olive Green. Available from Deep Root Partners, L.P., Burlingame, CA 1- 800 - 458 -7668. 2.6 MULCH A. Available from L.R.I. (253) 847 -7555 A coarse grade material derived from well - decomposed yard waste. Compost shall be produced by a permitted solid waste composting facility. All pieces shall be smaller than 2" in any direction. Submit sample. PART 3 - EXECUTION 3.1 PRE - PLANTING INSPECTION A. General: Verify installation conditions as satisfactory to receive work of this section. Do not install until unsatisfactory conditions are corrected. Beginning work constitutes Contractor's acceptance of conditions as satisfactory. B. Contaminants: 1. Verify existing soil conditions for contaminants that may have been discarded by other trades, such as thinner and plaster. 2. Report findings in writing immediately to Owner's Representative before placing topsoil. C. Adverse Drainage Conditions: Notify Owner's Representative in writing of adverse drainage conditions affecting plant growth. 3.2 PREPARATION A. Field Measurements: 1. Verify actual plant layout in relation to Drawings: Make adjustments as required by Owner's Representative. 2. In shrub planting areas, follow specified distances on center rather than estimated number of plants, be it a larger or smaller quantity. B. Plant Locations: 1. Stake all tree locations with three -foot wood stakes for acceptance by Owner's Representative. 2. Make required field adjustments as directed by Owner's Representative. 3. Shrubs may be staked out by boundary rather than individual plants. 4. Avoid obstructions such as irrigation equipment. PLANTING nX' 02930 - 5 © Bruce Dees & Associates 2003 Planting Section 02930 Starfire Sports Soccer Complex May 21, 2003 Planting Section 02930 C. Protect the public, adjacent properties, surfaces, and surrounding areas to prevent harm during Work of this Section. 3.3 INSTALLATION A. Install the Work in accordance with References and specifications. 3.4 FINISH GRADING A. Finish subgrade and obtain approval of Owner's Representative before beginning planting placing soil. 1. Finish subgrade shall be smooth and conform to the final finish grade after soil placement. Allow for added soil in individual plantings as specified. 3.5 PLANTING A. Preparation: 1. Before planting, soak dry rootballs. 2. Prune broken roots 1/2 inch or greater in diameter. Make clean cuts. 3. Plant when plant materials are available and weather conditions are consistent with good horticultural practice. B. Tree Pits: 1. Dig tree pits and plant according to details. Waste excess pit spoils evenly over subgrade. 2. If you encounter clay soil or unusual conditions likely to be detrimental to new plantings, notify Owner's Representative immediately. 3. Remove unsuitable material excavated from plant holes and dispose of it legally off project site. 4. Install plants with POSITIVE drainage away from rootball, unless otherwise noted. C. Fertilizer: 1. Prior to completing backfilling rootball, place Best Paks on sides evenly around rootball, 6" minimum and 8" maximum below the finish grade and approximately two inches from root tips. Owner's Representative shall be present when Best Paks are installed. 2. Place quantities as indicated and in accordance with manufacturer's instructions. a. 1 pak - 1 gal. b. 3 paks - 5 gal. c. 9 paks - 15 gal. (trees) D. Planting: 1. Hold plant in center of hole, approximately 2 inches above normal growing position and backfill with soil approximately halfway. 2. Backfill to within 5 inches of finish grade; fill hole with water and allow to settle. 3. Backfill to finish grade. 4. Raise plants settling below finish grade to correct elevation. PLANTING 02930 - 6 Bruce Dees d Associa[es 2003 Starfire Sports Soccer Complex May 21, 2003 F. Soil: 1. Place soil to a uniform depth as shown on the plans. 3.6 TREE STAKING 3.7 MULCHING 3.8 FINAL INSPECTION 3.9 CLEANING PLANTING tf Planting Section 02930 E. Plant Tags: 1. Remove and dispose of nursery labels, tags and stakes. 2. Do not remove yellow, plastic lock -seals with serial numbers until end of Warranty period. A. Stake as shown on Drawings. 1. Tying Tree to Stakes: a. Hold trunk in one hand, pull top to one side and release. Height at which trunk will snap back to upright is Base Height. b. Attach tree ties to trunk 6 inches above Base Height. c. Install "Arbortie" per manufacturer's instructions. d. Cut off any remaining stake 2 inches above upper tree tie. A. Before installing mulch, obtain acceptance of the Owner's Representative of planting areas, grades, soil depths, and plant locations. B. Install mulch layer under all trees, shrubs, ferns and groundcover to the limits and depths as shown on the Drawings. C. Install uniform mulch layer material to the depths shown on the Drawings over cleaned and graded subsurface. D. At plant trunks and stems, taper mulch back from root ball crown so mulch does not touch bark. E. Provide 12" wide transition from top of mulch to top of walk. A. Remove defective materials; in their place, install new materials, as specified. Furnish in same variety and current size of existing healthy plant materials, subject to 1 -year guarantee beginning at the date of new installation. Remove any weeds. A. Sweep paving clean. Leave installations properly planted, clean, and orderly. Keep premises free from scatterings and other residue of work. Leave site neat and clean at end of each working day. 02930 -7 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Planting May 21, 2003 Section 02930 1. Remove and dispose on site such items as excess earth, clippings, trimmings, leaves, litter, and debris. 2. Rake planting areas to an even, fine grade. Wash hard surfaces clean. 3. Remove flag labels from plantings. 3.10 PROTECTION OF COMPLETED WORK A. Install barriers as necessary and required to protect the work during Guarantee Period, or for shorter period as directed. 3.11 PLANT ESTABLISHMENT A. Contactor to provide water to maintain plants in non - irrigated areas. END OF SECTION 02930 PLANTING 02930 - 8 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 SECTION 03300 — CAST -IN -PLACE CONCRETE PART 1 - GENERAL 1.1 SUMMARY A. This Section includes exterior cement concrete pavement for the following: 1. Curbs, mowstrips, gutters 2. Walks 3. Walls 4. Miscellaneous Concrete B. Related Sections include the following: 1. Section 02300 — Earthwork. 2. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.2 DEFINITIONS A. "Cementitious Materials ": Portland cement alone or in combination with one or more of blended hydraulic cement, expansive hydraulic cement, fly ash and other pozzolans, ground granulated blast - furnace slag, and silica fume. 1.3 SUBMITTALS A. Product Data: For each type of manufactured material and product indicated. 1. Joint Filler 2. Sealant 3. Curing Compound B. Design Mixes: For each concrete pavement mix. Include alternate mix designs when characteristics of materials, project conditions, weather, test results, or other circumstances warrant adjustments. 1.4 QUALITY ASSURANCE A. Installer Qualifications: An experienced installer who has completed pavement work similar in material, design, and extent to that indicated for this Project and whose work has resulted in construction with a record of successful in- service performance. B. Manufacturer Qualifications: Manufacturer of ready -mixed concrete products complying with ASTM C 94 requirements for production facilities and equipment. CAST -IN -PLACE CONCRETE 03300 - 1 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 1. Manufacturer must be certified according to the National Ready Mix Concrete Association's Plant Certification Program. C. ACI Publications: Comply with ACI 301, "Specification for Structural Concrete," unless modified by the requirements of the Contract Documents. D. Preinstallation Conference: Conduct conference at Project site to comply with requirements in Division 1, Section 01310 — Project Management. 1. Require representatives of each entity directly concerned with concrete pavement to attend, including the following: a. Contractor's Superintendent. b. Concrete Subcontractor. 1.5 PROJECT CONDITIONS A. Traffic Control: Maintain access for vehicular and pedestrian traffic as required for other construction activities. PART 2 - PRODUCTS 2.1 FORMS Form Materials: Plywood, metal, metal -framed plywood, or other approved panel -type materials to provide full- depth, continuous, straight, smooth exposed surfaces. 1. Use flexible or curved forms for curves — no exceptions. B. Form- Release Agent: Commercially formulated form- release agent that will not bond with, stain, or adversely affect concrete surfaces and will not impair subsequent treatments of concrete surfaces. 2.2 STEEL REINFORCEMENT A. Reinforcement Bars: ASTM A 615/A 615M, Grade 60, deformed, #4 typical (unless noted), tie with No. 16 double annealed wire. 2.3 CONCRETE MATERIALS A. General: Use the same brand and type of cementitious material from the same manufacturer throughout the Project. B. Portland Cement: ASTM C 150, Type II. C. Aggregate: ASTM C 33, uniformly graded, from a single source, with coarse aggregate as follows: CAST -IN -PLACE CONCRETE 03300 - 2 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 1. Maximum Aggregate Size: 3/4 inch nominal. 2. Do not use fine or coarse aggregates containing substances that cause spalling. D. Water: Potable and in conformance with ASTM C 94. 2.4 ADMIXTURES A. General: Admixtures certified by manufacturer to contain not more than 0.1 percent water - soluble chloride ions by mass of cement and to be compatible with other admixtures. B. Air - Entraining Admixture: ASTM C 260. 2.5 CURING MATERIALS A. Moisture- Retaining Cover: ASTM C 171, polyethylene film or white burlap - polyethylene sheet. B. Water: Potable. C. Clear Waterborne Membrane - Forming Curing Compound: ASTM C 309, Type 1, Class B. D. Products: Subject to compliance with requirements, provide one of the following: 1. Sonnenbern "Kure -N -Seal" or approved equal. 2.6 PAVING JOINTS A. Expansion Joints: Sawcut. B. Isolation Joint Filler Strips: ASTM D 1751, asphalt - saturated cellulosic fiber 3/8" thick. C. Isolation Joint Sealant: TREMCO THC -900 or equal. ASTM C920 Type M, Grade A. Class 25, Dark Gray color. D. Pre - molded expansion joint filler shall be of sufficient size to cover the full depth of the concrete section. E. Align joints in walks with joints in curbs or walls where curbs /walls and walk abut. CAST -IN -PLACE CONCRETE 03300 - 3 Bruce Dees & Associates 2003 PAVEV vr tx+n Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 2.7 CONCRETE MIXES A. Prepare design mixes, proportioned according to ACI 211.1 and ACI 301, for each type and strength of normal- weight concrete determined by either laboratory trial mixes or field experience. B. Use a qualified independent testing agency for preparing and reporting proposed mix designs for the trial batch method. ce 2 1. Do not use Owner's field quality- control testing agency as the independent testing U agency. - 0 O co 0 C. Proportion mixes to provide concrete with the following properties: —1 1. Compressive Strength (28 Days): 4000 psi: Walls N u. w 2. Compressive Strength (28 Days): 3000 psi: Curbs, mowstrips, walk paving, misc. 2 concrete 3. Slump Limit: 4 inches. U j N D. Add air - entraining admixture at manufacturer's prescribed rate to result in concrete at F point of placement having an air content as follows within a tolerance of plus or minus z f- one and one -half percent (1.5 %): Z o 1. Air Content: 6.0 percent for 3/4 -inch maximum aggregate. 2 uj U 0 • — o I-- W W A. Ready -Mixed Concrete: Comply with requirements and with ASTM C 94. B. Admixtures: 0 cn 1. Add admixtures within an accuracy of three percent (3 %). 0 2. Where two or more admixtures are used in the same batch, they shall be added separately z and must be compatible. 3. Approved admixtures must be added at the appropriate time in strict compliance with manufacturer's directions. 4. Concrete that shows evidence of total collapse or segregation caused by the use of admixture shall be removed from the site. 2.8 CONCRETE MIXING 2.9 CRUSHED ROCK BASE A. Crushed surfacing top course per Section 02741, Part 2.1 A. 2.10 CAST -IN -PLACE CONCRETE CURBS A. Shall be constructed in accordance with Section 8 -04 of the 1998 WSDOT /APWA Standard Specifications. CAST -IN -PLACE CONCRETE S..c..., »ru. .. M`:. 4�i. d;✓ �i�i�.., i5: riv+: 4' ��",. 4` r, ittii>`,. f1�!' d' ��; cag4�tlh- .'iC�C.kxaru�.tr,++av 03300 - 4 ©Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 PART 3 - EXECUTION 3.1 SUBGRADE PREPARATION AND CRUSHED ROCK BASE A. Verify the subgrade is correct to line and grade before beginning work. =1-= B. The subbase shall be compacted to ninety -five percent (95 %) of maximum dry density as determined by the ASTM test method D -698 standard proctor before beginning 6 concrete Work. o o w 0 LLI C. Proof -roll prepared subbase surface to check for unstable areas and verify need for J additional compaction. Proceed with pavement only after nonconforming conditions cn a_ have been corrected and subgrade is ready to receive pavement. D. Remove loose material from compacted subbase surface immediately before placing u- < a = W E. Place crushed rock base in one lift and compact. I 0 zI- LIJ w 3.2 EDGE FORMS AND SCREED CONSTRUCTION o A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides for o pavement to required lines, grades, and elevations. Install forms to allow continuous = v progress of work and so forms can remain in place at least 24 hours after concrete t= —O placement. ti.i z U � B. Clean forms after each use and coat with form release agent to ensure separation from o concrete without damage. crushed rock base. 3.3 STEEL REINFORCEMENT A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating reinforcement and with recommendations in CRSI's "Placing Reinforcing Bars" for placing and supporting reinforcement. B. Clean reinforcement of loose rust and mill scale, earth, ice, or other bond - reducing materials. C. Arrange, space, and securely tie bars and bar supports to hold reinforcement in position during concrete placement. Maintain minimum cover to reinforcement. CAST -IN -PLACE CONCRETE 03300 - 5 © Bruce Dees & Associates 2003 z Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 3.4 JOINTS A. General: Construct construction, isolation, and contraction joints and tool edgings true to line with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline, unless otherwise indicated. 1. When joining existing pavement, place transverse joints to align with previously placed Z joints, unless otherwise indicated. _ ~ w B. Construction Joints: Set construction joints at side and end terminations of pavement 6 and at locations where pavement operations are stopped for more than one -half hour, _I o unless pavement terminates at isolation joints. cn 0 1. Provide preformed galvanized steel or plastic keyway- section forms or bulkhead forms J with keys, unless otherwise indicated. Embed keys at least 1-1/2 inches into concrete. '— 2. Continue reinforcement across construction joints, unless otherwise indicated. Do not w 0 continue reinforcement through sides of pavement strips, unless otherwise indicated. 2 3. Provide tie bars at sides of pavement strips where indicated. 4. Use a bonding agent at locations where fresh concrete is placed against hardened or partially hardened concrete surfaces. H W C. Expansion Joints: 1— 0 1. Locate expansion joints at intervals indicated. LL/ h- 2. Joints shall be at a maximum spacing of ten feet (10'); with expansion joints at beginning ? o of curbs, curb returns, and wheelchair ramps. U 3. Sawcut full width and depth of joint. o C- w D. Isolation Joints: Form isolation joints of preformed joint - filler strips abutting concrete v curbs, catch basins, manholes, inlets, structures, walks, other fixed objects, and where 0 indicated on drawings. w Z 1. Terminate joint filler less than 1/2 inch or more than 1 inch below finished surface if joint v sealant is indicated. 0 2. Furnish joint fillers in one -piece lengths. Where more than one length is required, lace or Z clip joint - filler sections together. 3. Protect top edge of joint filler during concrete placement with metal, plastic, or other temporary preformed cap. Remove protective cap after concrete has been placed on both sides of joint. E. Seal all isolation joints. F. Edging: Tool edges of joints in concrete after initial floating with an edging tool to the radius /chamfer indicated on drawings. Repeat tooling of edges after applying surface finishes. Eliminate tool marks on concrete surfaces. 3.5 CONCRETE PLACEMENT A. Inspection: Before placing concrete, inspect and complete formwork installation, reinforcement steel, and items to be embedded or cast in. Notify other trades to permit installation of their work. CAST -IN -PLACE CONCRETE 03300 - 6 © Bruce Dees & Associates 2003 �i7n.'1?t Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 13. Remove snow, ice, or frost from subbase surface and reinforcement before placing concrete. Do not place concrete on frozen surfaces. C. All radii shall be formed with flexible form sections to conform to the radii shown. Rigid, straight steel sections are not allowed even in forming the large radii. D. Moisten subbase to provide a uniform dampened condition at the time concrete is placed. Do not place concrete around manholes or other structures until they are at the required finish elevation and alignment. E. Comply with requirements and with recommendations in ACI 304R for measuring, mixing, transporting, and placing concrete. F. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place. G. • Consolidate concrete by mechanical vibrating equipment supplemented by hand - spading, rodding, or tamping. Use equipment and procedures to consolidate concrete according to recommendations in ACI 309R. 1. Consolidate concrete along face of forms and adjacent to transverse joints with an internal vibrator. Keep vibrator away from joint assemblies, reinforcement, or side forms. Use only square -faced shovels for hand - spreading and consolidation. Consolidate with care to prevent dislocating reinforcement, dowels, and joint devices. H. Screed pavement surfaces with a straightedge and strike off. Commence initial floating using bull floats or darbies to form an open textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations. I. Cold - Weather Placement: Comply with ACI 306.1 and as follows. Protect concrete work from physical damage or reduced strength that could be caused by frost, freezing actions, or low temperatures. 1 When air temperature has fallen to or is expected to fall below 40 degrees Fahrenheit, uniformly heat water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50 degrees Fahrenheit and not more than 80 degrees Fahrenheit at point of placement. 2. Do not use frozen materials or materials containing ice or snow. 3. Do not use calcium chloride, salt, or other materials containing antifreeze agents or chemical accelerators, unless otherwise specified and approved in mix designs. J. Hot - Weather Placement: Place concrete according to recommendations in ACI 305R and as follows when hot - weather conditions exist: 1. Cool ingredients before mixing to maintain concrete temperature at time of placement below 90 degrees Fahrenheit. Chilled mixing water or chopped ice may be used to control temperature, provided water equivalent of ice is calculated to total amount of mixing water. Using liquid nitrogen to cool concrete is Contractor's option. 2. Cover reinforcement steel with water - soaked burlap so steel temperature will not exceed ambient air temperature immediately before embedding in concrete. CAST -IN -PLACE CONCRETE 03300 -7 Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 3. Fog -spray forms, reinforcement steel, and subgrade just before placing concrete. Keep subgrade moisture uniform without standing water, soft spots, or dry areas. 3.6 CONCRETE FINISHING z A. General: Wetting of concrete surfaces during screeding, initial floating, or finishing z B. Float Finish: Begin the second floating operation when bleed -water sheen has v v o disappeared and the concrete surface has stiffened sufficiently to permit operations. N w Float surface with power -driven floats, or by hand floating if area is small or w inaccessible to power units. Finish surfaces to true planes. Cut down high spots, and u fill low spots. Refloat surface immediately to uniform granular texture. u j o 1. Medium -to- Fine - Textured Broom Finish: Draw a soft bristle broom across float - finished g a concrete surface perpendicular to line of traffic to provide a uniform, fine -line texture. LL Q 2. Broom finish the top and face of curbs parallel with the curb length. d w C. Sandblast Finish Walls: Medium sandblast finish all exposed faces. Provide three z = .. sample panels (12" x 12 ") for approval prior to beginning work. z operations is prohibited. w w • w 3.7 CONCRETE PROTECTION AND CURING 8 o -- o t-- A. General: Protect freshly placed concrete from premature drying and excessive cold or = v hot temperatures. Comply with ACI 306.1 for cold- weather protection and follow u- u_ • O recommendations in ACI 305R for hot - weather protection during curing. Z kJ co B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb /sq. ft. x h before and during z finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing. C. Begin curing after finishing concrete, but not before free water has disappeared from concrete surface. D. Curing Methods: Cure concrete by moisture curing, moisture - retaining -cover curing, curing compound, or a combination of these as follows: 1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials: a. Absorptive cover, water saturated, and kept continuously wet. Cover concrete surfaces and edges with 12 -inch lap over adjacent absorptive covers. 2. Moisture - Retaining -Cover Curing: Cover concrete surfaces with moisture - retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches, and sealed by waterproof tape or adhesive. Immediately repair any holes or tears during curing period using cover material and waterproof tape. 3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to CAST -IN -PLACE CONCRETE 03300 - 8 © Bruce Dees & Associates 2003 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period. 4. White pigmented curing compounds will not be allowed. 3.8 PAVEMENT TOLERANCES A. Comply with tolerances of ACI 117 and as follows: 1. Elevation: 1/4 inch. 2. Thickness: Plus 3/8 inch, minus 1/4 inch. 3. Surface: Gap below 10- foot - long, unleveled straightedge not to exceed 1/4 inch. 4. Lateral Alignment and Spacing of Tie Bars and Dowels: 1 inch. 5. Vertical Alignment of Tie Bars and Dowels: 1/4 inch. 6. Joint Spacing: As shown. 7. Joint Width: Plus 1/8 inch, no minus. 8. Joint Sealing: Seal all premolded expansion and isolation joints. 3.9 FIELD QUALITY CONTROL A. Testing Agency: Owner will engage a qualified testing and inspection agency to sample materials, perform tests, and submit test reports during concrete placement. Sampling and testing for quality control may include those specified in this Article. B. Test results shall be reported in writing to Owner's Representative, concrete manufacturer, and Contractor within 24 hours of testing. Reports of compressive - strength tests shall contain Project identification name and number, date of concrete placement, name of concrete testing agency, concrete type and class, location of concrete batch in pavement, design compressive strength at 28 days, concrete mix proportions and materials, compressive breaking strength, and type of break for both l- and 28 -day tests. C. Additional Tests: Testing agency shall make additional tests of the concrete when test results indicate slump, air entrainment, concrete strengths, or other requirements have not been met, as directed by Owner's Representative. Testing agency may conduct tests to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other methods as directed. 3.10 REPAIRS AND PROTECTION A. Remove and replace concrete pavement that is broken, damaged, or defective, or does not meet requirements in this Section. B. Drill test cores where directed by Owner's Representative when necessary to determine magnitude of cracks or defective areas. Fill drilled core holes in satisfactory pavement areas with Portland cement concrete bonded to pavement with epoxy adhesive. CAST -IN -PLACE CONCRETE 03300 - 9 U' Bruce Dees & Associates 2003 Nfnf•1 Starfire Sports Soccer Complex Cast -In -Place Concrete May 21, 2003 Section 03300 C. Protect concrete from damage. Exclude traffic from pavement for at least 14 days after placement. When construction traffic is permitted, maintain pavement as clean as possible by removing surface stains and spillage of materials as they occur. D. Maintain concrete pavement free of stains, discoloration, dirt, and other foreign material. Sweep concrete pavement not more than two days before date scheduled for Substantial Completion inspections. END OF SECTION 03300 CAST -IN -PLACE CONCRETE 03300 - 10 0 Bruce Dees & Associates 2003 A. This section includes fabrication and installation of all metal fabrication, including, but -� not limited to: handrails. 1. All materials shall be hot -dip galvanized after fabrication. Starfire Sports Soccer Complex Metal Fabrications May 21, 2003 Section 05500 SECTION 05500 — METAL FABRICATIONS PART 1 - GENERAL 1.1 SUMMARY 1.2 RELATED SECTIONS A. Related sections include the following: 1. Section 09900 — Painting. 2. Drawings and General Provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification Sections, apply to this Section. 1.3 QUALITY ASSURANCE A. Standards: Conform to American Institute of Steel Construction (AISC) "Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings ", and "Code of Standard Practice for Steel Buildings and Bridges ", and "American Welding Society" (AWS) "Standard Code for Welding in Building Construction ". B. Building Code: Conform to requirement of Uniform Building Code as supplemented and modified herein. 1.4 SUBMITTALS A. Shop Drawings: Submit for approval prior to fabricating in accordance with General Provisions and Special Provisions. Show dimensions, details, welds and necessary accessory items, include all information necessary for fabrication and for erection. Verify dimensions and correlated work with adjoining work. PART 2 - PRODUCTS 2.1 HANDRAILS A. Shall be standard - weight steel pipe conforming to ASTM Specification A53 -90. METAL FABRICATIONS 05500 - 1 © Bruce Dees & Associates 2003 4 tAasM a..:;�.......n.,r...... .. ....., Starfire Sports Soccer Complex Metal Fabrications May 21, 2003 Section 05500 2.2 STRUCTURAL STEEL A. Structural steel to conform to ASTM A- 36 -70. 2.3 WOVEN WIRE MESH A. 2" x 2" x 6 gauge woven wire mesh. 2.4 GALVANIZING A. Comply with ASTM A 1230 -9/89 for zinc coatings on assembled steel products. 1. Weight of coating per Table I for class and thickness of material to be coated. Galvanize after fabrication. Note: Do not allow galvanizing to fill perforation holes in bat rack sheeting. 2.5 NON - SHRINK GROUT A. Sealtight CG -86 by WR Meadows, NBEC, or approved equal. PART 3 - EXECUTION 3.1 FABRICATION, GENERAL A. Verify dimensions on site prior to shop fabrication. B. Fabricate items with joints tightly fitted and secured. C. Fit and shop assemble in largest practical sections for delivery to site. D. Grind exposed welds flush and smooth with adjacent finished surface. Ease exposed edges to small uniform radius. E. Exposed Mechanical Fastenings: Flush countersunk screws or bolts unobtrusively located consistent with design of structure, except where specifically noted otherwise. F. Make exposed joints butt tight, flush, and hairline. G. Supply components required for anchorage of metal fabrications. Fabricate anchorage and related components of same material and finish as metal fabrication, except where specifically noted otherwise. METAL FABRICATIONS 05500 - 2 0 Bruce Dees & Associates 1003 +x. �m�«.. v.^. *•.rro.�.N.onn +. ^ . •:v.�; ✓u.x*niv iuu.::..u.:n a+r.. Starfire Sports Soccer Complex Metal Fabrications May 21, 2003 Section 05500 3.2 HANDRAILS A. Fabrication 1. Jointing of post and rail shall be by mitered and welded joints made by fitting posts to rails, groove welding joints, and grinding smooth. Railing splices shall be butted and reinforced by a tight - fitting interior sleeve not less than 6 inches long. Handrails shall be hot -dip galvanized after fabrication. Any field welds shall be painted with Galvacon. 2. Finish shall be smooth with no sharp or protruding burrs (as determined by the Owner's Representative) and painted. B. Installation in Concrete: 1. Rail posts shall be installed in core drilled post holes as detailed. Rails shall be on site prior to core drilling holes. Field locate post holes from actual fabricated rail/post dimensions. No sleeves allowed. Posts shall be inserted into the pipe core drilled holes, leveled, plumbed, and aligned. The annular space between pipe posts and pipe holes shall be filled with non - shrink grout. C. Pipe Collars: 1. Anchorage joint shall be covered with pipe collar secured to concrete with epoxy. D. . Finish: 1. Hot- dipped galvanized and painted. 3.3 PAINTING A. Paint handrails. See Section 09900 — Painting. 3.4 CLEANUP A. Leave grounds in good condition, remove all sand, gravel, debris, dirt, and leave gates complete and workable in all details. END OF SECTION 05500 METAL FABRICATIONS 05500 - 3 © Bruce Dees & Associates 2003 • 1 Starfire Sports Soccer Complex May 21, 2003 SECTION 09900 — PAINTING PART 1 - GENERAL 1.1 DESCRIPTION A. This Section includes painting of site work items. PAINTING Painting Section 09900 B. Painting of metal work in this section includes painting by any suitable means to attain the specified thickness: 1. Handrails C. Related Work Described Elsewhere: 1. Section 05500 — Metal Fabrications. 1.2 QUALITY ASSURANCE A. Qualification of Manufacturer: Use manufacturer having not less than 5 years experience in the manufacture of coat- ings. B. Qualifications of Applicators Use of applicator having not less than 5 years experience in application of coatings, with personnel experienced in this type application. C. Materials for each coating system shall be products of a single manufacturer. D. Requirements of Regulatory Agencies: 1. Codes: Comply with local building regulations -- building codes -- NFPA 101 Uni- form Building Code. 2. Fire Hazard Classification: Conform to Uniform Fire Code Class IIA Industrial Con- ference Building Officials. 3. Comply with Federal regulations with regards to contents of lead and other heavy metals. 1.3 SUBMITTALS A. Samples: Submit selected colors. B. Manufacturer's Data: Submit manufacturer's literature containing applicable test data and methods of application. 09900 - 1 © Bruce Dees & Associates 2003 Rt4. ..090n.fi{IeMMWW". TK.4VI.RMY .,4.r4.1VW Starfire Sports Soccer Complex May 21, 2003 1.4 PRODUCT DELIVERY, STORAGE & HANDLING Painting Section 09900 PAINTING A. Delivery 1. Delivery of coating materials to job site in original sealed containers with labels in- tact. 2. Maintain product identification while materials are being used. z ; 1.5 JOB CONDITIONS w QQ • 2 J o O 0 0 w= w w 2 u.¢ 1.6 ALTERNATES w a I— IA A. See Bid Form for possible affect on this section. z 1- 0 z 1.7 MAINTENANCE STOCK w w D a . O • ( o �– iu I - — O z O N F-= o '' z B. Storage: Store coating materials in designated protected area. A. Ventilation during application of coatings shall be adequate to protect against fire and explosion. B. Comply with environmental conditions recommended by coating manufacturer. 1. No smoking or open flame near coating area. A. At time of completing application, deliver stock of maintenance material to the Owner. Furnish not less than one properly labeled and sealed 1- gallon can of each type of finish coat of each color, taken from lots furnished for the work. PART 2 - PRODUCTS 2.1 ACCEPTABLE MANUFACTURERS A. Materials for each coating system shall be products of a single manufacturer. 2.2 METALS A. Approved Products -Metal 1. Primer: • Kelley Moore Rust -Oleum 9100 High Performance Epoxy • Cloverdale Clova Prime 21 Epoxy Primer • Benjamin Moore CM18 /CM19 Epoxy Zinc Rich Primer 2. Finish: • Kelley Moore rust - Oleum's 9400 Aliphatic Polyurethane • Cloverdale Clova Thane Aliphatic Urethane • Benjamin Moore CM74 /CM75 Aliphatie Acrylic Urethane Gloss 3. Vinyl wash primer shall be used prior to primer coat. It cleans residue for better ad- hesion. 09900 - 2 0 Bruce Dees & Associates 2003 ?`�St4 ds3 >atir L;Q }rf fk ?4N '.�4Fk•l:.y�'i�x�X� Starfire Sports Soccer Complex May 21, 2003 PAINTING B. Film Thickness Dry 1. Primer: 4.0 - 6.0 mils. 2. Paint: 1.5 — 2.5 mils. (Entry gate to include glass reflective particles.) Painting Section 09900 C. Compatibility: All substrates should be checked to assure compatibility with epoxy coatings. Also check for lifting of old paint film. 2.3 EQUIPMENT A. As required. 2.4 MIXING A. Follow manufacturer's printed instructions for exact proportions in thorough mixing of two component products. B. Comply with manufacturer's printed induction time and workable pot life. 2.5 COLOR A. Black. PART 3 - EXECUTION 3.1 INSPECTION A. Examine substrates scheduled to receive coatings for conditions that will adversely affect execution, permanence, quality and adhesion such as wax, dirt and oil. B. Do not proceed with coating application until surface conditions are acceptable. 3.2 PREPARATION A. Prior to surface preparation or painting, adequately protect all surfaces not sched- uled for painting in this section. B. Surface Cleaning - Metal Repaint: 1. Remove all wax, dirt, oil and other contaminants that will affect quality or adhesion of coating system. 2. Cleaning materials used in preparation of substrate for painting will be non- flammable. 3. Surfaces scheduled for painting should be sanded to provide tooth on hard smooth substrates. 09900 - 3 U' Bruce Dees & Associates 2003 Starfire Sports Soccer Complex May 21, 2003 3.3 APPLICATION 4. All surfaces must be wiped with a tack rag prior to application of coating. A. Apply coatings so finished surfaces are free from sags, runs, visible overlaps, holi- days, craters, pinholes and other defects detrimental to protective and decorative qualities of the coating. z re w B. Thickness of coating - as scheduled. v U O 3.4 FIELD QUALITY CONTROL co W J H co u_ w 3.5 CLEANING g u- co A. Remove spilled, splashed and splattered coatings from all surfaces. = d 1-w z B. Protect all freshly painted surfaces. 0 zI- w w U� O — o 1— W . • o w z U = 0 I A. Measure dry film thickness, on steel substrates by magnetic gauge. END OF SECTION 09900 PAINTING Painting Section 09900 09900 - 4 © Bruce Dees & Associates 2003 z lvi n ivi n n LI LI LI 0 LI ►eI NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. J Golder Associates Inc. 18300 NE Union Hill Road, Suite 200 Redmond, WA USA 98052 -3333 Telephone (425) 883 -0777 Fax (425) 882 -5498 www.golder.com Matt Malgesini Project Engineer June 23, 2003 I LII1flAre 1 • DESIGN REPORT PERMANENT SOIL NAIL WALL KULCHIN FOUNDATION DRILLING STARFIRE STADIUM ENHANCEMENT FORT DENT PARK TUKWILA, WASHINGTON Prepared for: Kulchin Foundation Drilling 28436 NE 4 Place Redmond, Washington Submitted by: Golder Associates Inc. Seattle, Washington I EXPIR p//3/& Richard D. Luark P.E., L.E.G. Senior Consultant RECEIVED CITY OF TI w, n JUN 2 4 2001 . R s., ` PERMIT CENTEr. Golder Associates CAI( OF MOO A C.11 \if it 033 - 1552.000 062303 X03•093 jk31 2 J €.u TRALIA, EUROPE, NORTH AMERICA AND SOUTH AMERICA ' �h4k@ Nta« MtiARM.°: Nhri; S.". tA!,: 4nl: ei• I'�:k,'��'•a!':a.'.YietAYlYrY ^\ YOU' F.". iMa�y. 1 : v� . ^ .nrrv:Y.p't^r.a.r ,., � , .:;wv5. • Y��t June 23, 2003 i 033 - 1552.000 Appendix A Appendix B Appendix C TABLE OF CONTENTS 1. INTRODUCTION 1 2. SOIL NAILING CONCEPT AND CONSTRUCTION SEQUENCE 2 z H 3. SCOPE OF WORK AND PROJECT DESCRIPTION 3 w 3.1 Scope of Work 3 3.2 Project Description 3 co 0 co w 4. SUBSURFACE CHARACTERIZATION 4 H 0u- 4.1 Parameters for Composite Soil Nail Design 4 w 0 4.2 Groundwater Considerations 4 2 J 5. SOIL NAIL WALL DESIGN APPROACH 5 N 0 5.1 Overview 5 1- _ 5.2 GoldNail Analyses 5 ? 1— i— O 5.3 Facing Design 6 w E- 5.3.1 Nail -Head Connection Design 6 ? o 5.3.2 Required Facing Strength (Soil Nailed Areas) 6 0 0 5.3.3 Facing Strength Calculations 7 0 1— 5.4 Footing Design 7 H 0 6 EXISTING UTILITIES 8 z 7. USE OF THIS REPORT 9 H H O APPENDICES GoldNail Analyses Shotcrete Facing, Connection Design and Footing Design Half -Size Plan Set Golder Associates June 23, 2003 1 033 - 1552.000 1. INTRODUCTION Golder Associates Inc. (Golder) is pleased to present our Design Calculations and Plans for the permanent soil nail retaining wall, to be constructed as part of the Starfire Stadium Enhancement Project at Fort Dent Park in Tukwila, Washington. The intent of our design is to provide a permanent retaining wall for the excavation of the existing soil berm and grandstands. Golder has z produced the design for the permanent shotcrete facing, the permanent support elements (soil = z nails), behind -wall- drainage, and the embedded connections of the permanent support elements to '� the shotcrete facing. J U 00 The entire soil nail wall will be constructed in the existing fill berm which is supporting the w 0 existing grandstands. Geotechnical information was presented in the geotechnical report titled, w i "Geotechnical Exploration and Engineering Evaluation — Proposed Grandstand Renovation 0 Southeast Side of Fort Dent Park, Tukwila, Washington," by Berquist Engineering Services, w 0 dated February 19, 2003. 2 J The purpose of this report is to provide necessary background .information pertaining to the w retaining wall and to document the design by Golder. A description of the project and the scope H W of our work are presented in Section 2, while the characterization of the site for the purposes of z = retaining wall design is described in Section 3. Section 4 contains descriptions of our shoring F.. 0 design approach and calculations, and Section 5 describes the use of this report. w I-- w Our GoldNail analyses, and permanent shotcrete facing design calculations are presented in v N Appendices A, and B, respectively. Golder Associates ' at'^ sai.GYF.Y4aik6ile't+»�r:n;:� , A r pm .FnKh:Matiw°�+ewKG�laarr.krt' +.o z June 23, 2003 2 033 - 1552.000 2. SOIL NAILING CONCEPT AND CONSTRUCTION SEQUENCE The basic concept of soil nailing is the reinforcement and strengthening of the site soils by installing closely spaced, grouted -in -place steel bars, commonly referred to as "soil nails ", into an excavation face as it proceeds from the top down. The result is a reinforced mass of earth that is itself stable and able to retain the earth behind it. The soil nails are passive inclusions in that they are not pre- stressed upon installation. The nails develop Toad as the ground deforms during and after construction. Therefore, some degree of wall movement is necessary for the nails to fully mobilize their design capacities and support capabilities. The mechanisms in which the nails improve stability are by increasing the normal force and hence the frictional shearing resistance along slip surfaces in soils, and by reducing the driving force along the slip surfaces through the contribution of the nails. Structural facing is usually required for a soil nail stabilization system to facilitate load transfer. Golder Associates WWI June 23, 2003 3 033 - 1552.000 3. SCOPE OF WORK AND PROJECT DESCRIPTION 3.1 Scope of Work Based on the subsurface conditions as described in "Geotechnical Exploration and Engineering Evaluation — Proposed Grandstand Renovation Southeast Side of Fort Dent Park, Tukwila, Washington," Golder has performed complete geotechnical and structural design calculations, and has prepared design plans with specifications, for the top -down, permanent soil nail wall shown on the project plans. The specifications prepared by Golder are contained in our design plans (sheets N7.00 and N7.01) and address soil nails, behind -wall- drainage, excavation sequence, soil nail testing, and wall monitoring. 3.2 Project Description The proposed development is located on the southeast side of Fort Dent Park in Tukwila, Washington. The soil nail wall construction is on the north side of the existing soil berm. The maximum depth of the excavation is approximately 19 feet. The existing soil berm and grandstands are at elevation 34' ( + / -) at the top with the surrounding grade at approximately 16' ( + / -). The total shoring wall area is approximately 7,000 square feet. In pursuing this design, we have reviewed the following documents: • " Geotechnical Exploration and Engineering Evaluation — Proposed Grandstand Renovation Southeast Side of Fort Dent Park, Tukwila, Washington," by Berquist Engineering Services, dated February 19, 2003. • Civil Drawings by Bruce Dees & Associates, submitted to Golder on June 11, 2003 • Architectural Drawings prepared by Carlson Architects received June 16, 2003 • Structural Drawings prepared by NEW Engineers received June 17, 2003. Golder Associates June 23, 2003 4. SUBSURFACE CHARACTERIZATION 4.1 Parameters for Composite Soil Nail Design 4 033 - 1552.000 Based on the referenced soils reports, the existing berm is made up of medium dense, fine silty sand. For the purposes of the soil nail wall design, the site has been characterized with the following geotechnical parameters: 1 Fill 125 .Cohesion:: c::: • (pst) �Allowabte � '. P Resistance 31 0 2.0 4.2 Groundwater Considerations Based on the geotechnical report, groundwater was not observed in the fill soils which make up the existing berm. Golder Associates 'tFi f' 444 Resistance Component Factor of Safety Soil Friction 1.35 Soil Cohesion 1.35 Soil -Grout Adhesion 2.00 Nail Tendon 1.82 Nail Head 1.67 June 23, 2003 5 033- 1552.000 5. SOIL NAIL WALL DESIGN APPROACH 5.1 Overview Our design calculations for the top -down, permanent soil nail wall are contained in Appendices A and B. The total area of the soil nail wall is about 7,000 square feet. The purpose of this section is to provide an overview and summary of the calculations and the basis of the design approach. 5.2 GoldNail Analyses Based on the soils characterization and the wall locations, geometry, and loading conditions shown on the plans, one typical design section was selected along northern wall and the soil nail design was developed with the commercially available design software GoldNail Version 3.11. The design section is referred to as North wall, and is located near the deepest portion of the excavation. The wall section was modeled using a 250 -psf surcharge load. The location of the above- mentioned section is shown on the Wall Elevation drawings. The results of the analyses are summarized in Tables A -1 through A -3 (Appendix A). The stability analyses in the form of GoldNail input and output files are contained in Appendix A. For the design section, a series of static limiting equilibrium analyses were conducted with the soil -nail design computer program GoldNail. The analysis performed by GoldNail is based on the method of slices which identifies the nail lengths, nail tendon strengths, and nail head strengths required for each potential slip surface. The program assumes a circular failure surface. This method of analysis also considers that failure could occur on either side of a critical failure surface. Using the Allowable Stress Design (ASD) method and for a set of specified partial factors of safety (e.g., soil friction angle, soil cohesion), the program steps through a series of failure surfaces, calculating nail lengths and nail - tendon forces for each surface. The critical failure surfaces are identified as those that require the largest nail lengths and forces for stability. For a given set of horizontal and vertical nail spacings, the nail lengths are modified by the program to meet the appropriate design factors of safety for the critical surfaces. Nail spacings can be varied and the analyses re -run to achieve a satisfactory design. The factors of safety specified for the GoldNail limiting equilibrium analyses are consistent with the recommendations set forth in the 1996 FHWA Manual for Design and Construction of Soil Nail Walls as summarized below: Golder Associates <5�9�3tisjz . ICi.: 1S9; H' tJi# F�i� }k:.+lMi�Nt?G^l fA3�µ'fyM;R June 23, 2003 The analysis /design procedure for each soil -nail wall cross - section is as follows. After several preliminary design iterations, a set of site conditions, nail locations, nail lengths, nail (tendon) strengths, and nail head strengths are assumed for design and input into GoldNail. The Design Mode of analysis is used. For the input site conditions and trial soil nail system, GoldNail evaluates the required nail lengths, nail tendon strengths, and nail head strengths to achieve the specified factors of safety. If the required values are significantly different than the input values, the input values are modified, and the analysis is repeated until a satisfactory design is achieved. Any other constraints (e.g., on nail length) can also be observed in this process. 6 033 - 1552.000 A seismic design analysis was performed in addition to the static design. The seismic design analysis was conducted in accordance with the FHWA Manual for Design and Construction of Soil Nail Walls. For seismic design a peak ground acceleration of 0.33g was used in the analysis. The peak ground acceleration was obtained from the USGS Earthquake Hazards Program. A peak ground acceleration of 0.33g is also consistent with the UBC 1997 seismic zone III. 5.3 Facing Design 5.3.1 Nail -Head Connection Design The soil nails will be connected to the permanent facing. One of two modes may control the required nail -head connection strength: 1) stability requirements (i.e., GoldNail analyses), and 2) the expected service nail head force. The required nail -head connection strength must be carried by the temporary facing. The available facing strength is controlled by either flexure or punching shear. An acceptable facing design is one with available facing strength greater than the required nail -head connection strength. The objective of the following calculations is to verify that the temporary facing design is acceptable. 5.3.2 Required Facing Strength (Soil Nailed Areas) Based on the GoldNail stability analyses contained in Appendix A, and summarized in Tables A- 1 through A -3, the final maximum required nail -head capacity is 40 k for the soil nail wall cross - section. The facing must also be capable of servicing a minimum expected service nail head force computed as follows for the highest wall section and corresponding soil parameters: T = 0 . 4 (KA)(y)(H)(Sv)(SH) T = 0.4(0.32)(0.125 kcf)(19.5 ft)(5 ft)(6 ft) = 9.36 kips Where: KA = Active Earth Coefficient = TAN -4)/2) = 0.32 448 Sv = Maximum Vertical Soil Nail Spacing = 5 ft. Sit = Maximum Horizontal Soil Nail Spacing = 6 ft. H = Maximum Height of Wall = 19.5 ft. 7 = Average Soil Unit Weight = .125kcf Golder Associates arc wn;+�ra�r�; June 23, 2003 The corresponding minimum nail head strength (or required facing strength) is determined by dividing by the facing resistance factor, awl, (0.67 for flexure and shear): T,U = TN / aNH Tmtu = 9.36k/0.67 =13.97 kips The calculations indicate that the serviceability requirement of 40 k (not the stability requirement of 13.97 k) controls the required nail -head connection strength. 5.3.3 Facing Strength Calculations The methods used herein to evaluate the available facing strengths are in accordance with the accepted standards of practice for soil nail wall facing design, as outlined in the 1996 Federal Highway Administration (FHWA) Manual for Design and Construction of Soil Nail Walls. Shotcrete facing and connection design spread sheets are attached in Appendix B. The permanent wall facing in soil nailed areas consists of a 8 -inch thick shotcrete facing with a 28 -day compressive strength of 4,000 psi. The headed stud bearing plate is 3 /a -inch x 8 -inch x 8- inch steel plate (ASTM A36) with (4) 5/8" x 3" headed studs welded to the plate. The reinforcement consists of a single curtain of W4 x 4 mesh centered on the wall with (2) continuous #4 horizontal and (2) #4 vertical bearing bars centered over the nail head location. 5.4 Footing Design 7 033- 1552.000 The dead weight of the shotcrete facing is supported by a two foot wide footing. An allowable bearing capacity of 1000 psf was used for design in accordance with the referenced geotechnical report. Structural calculations are contained in Appendix B. Golder Associates June 23, 2003 8 033 - 1552.000 6. EXISTING UTILITIES The general contractor is responsible for identifying all known and unknown utilities or underground obstructions prior to construction. If conflicts are found to occur by the general contractor, Golder shall be notified immediately prior to proceeding further. Golder Associates June 23, 2003 9 033- 1552.000 7. USE OF THIS REPORT This summary report, including the soil nail shoring wall with vertical face stabilization elements design and plans, have been prepared exclusively for the use Kulchin Foundation Drilling, and their associates for specific application to the Starfire Stadium Renovation Project in Fort Dent Park, Tukwila, Washington. The design has been prepared in accordance with generally accepted engineering principles and the standard of practice for such systems. The shoring design was based on site - specific soil and groundwater conditions presented in the referenced geotechnical report. There are likely variations in subsurface conditions between exploration areas and in the groundwater conditions with time. Therefore, we recommend that contingencies for unanticipated conditions be included in the construction budget to confirm the conditions indicated by the explorations, and/or provide corrective recommendations adapted to the conditions identified during the work. Golder Associates 0 a. m Lr— Li NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I A PIEZOMETRIC DATA X -Value Piez. Level Point 1 Point 2 Point 3 Point 4 Point 5 Point 6 Point 7 Point 8 Point 9 Point 10 • I s • Input File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gni GoldNail 3.11 STARFIRE STADIUM RENOVATION General Data File Indentifier Unit weight of water Base depth for analysis Seismic Coefficient Minimum Base Exit Angle X Search limit (left) X Search limit (right) Number of slip circles No. of slip circle exits LRFD and Safety Factor Data 5X6SPACING.gni 62.4 20.0 0.0 -15.0 1.0 50.0 400 20 Analysis Mode: (L)RFD or (S)LD (specify L or S)] S SLD Safety and Strength Factors (mode S only) FS for Soil Cohesion 1.35 FS for Soil Friction 1.35 Strength Factor for Head Strength 0.67 Strength Factor for Nail Tendon Strength 0.55 Strength Factor for Nail Pullout Resistance it 0.5 LRFD Load Factors (mode L only) LF for Unit Weight of Water 1 LF for Unit Weight of Soil 1.35 LF for Surcharge Loads 1.75 LF for Seismic Loads I 1 — LRFD Resistance Factors (mode L only) RF for Soil Cohesion 1 RF for Soil Friction Angle 0.75 RF for Head Strength 0.9 RF for Nail Pullout Resistance 0.7 RF for Nail Tendon Strength 10.9 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 1 • ae�'. ci�v.t:r�:.+u:�::i+;..:;:.r1Si, Nodal Data Seg. No. 'Node No X -Value Y- Valuer 20 0 0 20 I Node NoIX I z 0 La) NNNNNNNNNIQ I- r Nr 0. Ot0 CO J 61 N St. W N h-'O1D mJ Ol fD Z 0 -Value Y -Value [ Node No II 0 Z Q) ri N P')C'tf)10r - 0761 O 1 - I C•tf) >:} MMMMMMM 0 2 _ X- ValuelY 1 I I -Value Or-I N MC' If) . - i N M C' tf) lD N CO 01 1-1 1-1 ri .--1 e-1 .-4 -0.1 0 18 58 Wall Segment Data Seg. No. Node 1 Node 2 Soil ID Pullout Res. ID Seg. No. Node 1 Node 2 Soil ID Pullout Res. ID O O ri 1 2 1 1 I . - i N M Cr tf) l0 N CO 61 0 r I e-1 ra 1--1 r-1 ri r-I ,-I .-1 N I 1 Surface Segment Data Seg. Node Node Soil '1 Seg. Node Node Soil No. 1 2 ID No. 1 2 ID U 11 12 13 14 15 l0 16 17 18 19 20 k omod Input File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gni This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 2 Soil Strength & Pullout Resist. Data Material ID No. c m Unit I jPullout Weight' Res. 1 1 1-4 N f'') C' lA \C N CO 61 O r-1 N () Cr' .-1 —1 250 31 125 4000 1 1 • Surcharge Pressure Data Load No X -value Vert. Horiz. 61 r-1 50 250 0 Internal Segment Data Seg. No. Node 1 Node 2 I Soil ID iiiiii Pullout ID - 1 Seg. No. t Node 1 Node 2 Soil ID Pullout Res. IDI O ' N M C' tf) WD N co 61 e� I - .-i NM G' if) W N CO 61 e-1 N I I I I II 11 II ' Input File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 3 1 Nail Data Nail Depth Nail Length 'Strength Tendon Head Strength Fixed Nail? Nail Row 1 N N N N 1-1 .--1 24 95300 40000 Nail Row 2 24 95300 40000 Nail Row 3 20 95300 40000 Nail Row 4 15 59300 40000 Nail Row 5 Nail Row 6 Nail Row 7 Nail Row 8 Nail Row 9 Nail Row 10 Nail Row 11 Nail Row 12 Nail Row 13 Nail Row 14 Nail Row 15 Horiz. Spacing 6 Nail Declination 15 { k : -1 Input File: P: \PROJECTS \2003 \033 - 1552 \5X6SPACING.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 4 Design Data Nail Head Factor = 1.00 for circle no 269 Nail Length Factor = 0.93 for circle no 79 Wall Height = 20.00 Wall Slope = 89.71 Nail No. Circle No Required Nail Tendon Strength II j 1 2 3 4 35 48 48 63 1 55170.00 57620.27 50234.40 42230.94 Moment Ratio Nail No. Circle No Required Nail Length I 1 2 3 4 I I II 22.29 22.29 18.58 13.93 1.000 1.000 1.000 1.000 I 1.000 1.000 1.000 1.000 1.000 II 1.000 II 1.000 II 1.000 I 1.000 1.000 0.999 1.000 1.000 1.000 1.000 I 1.000 II 1.000 1.000 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 Output Data 1 Wall Height = 20.00 Wall Slope = 89.71 II II It Circle Number Circle X- Intercept Circle Base Angle I Circle X- Center Circle Y- Center Moment Ratio Force Req'd/ I� Unit Wall Length W W W W W WNNNNNNNNNNI-- '1 U, .'� WNC-+O tO CO W Ni F. 0 IO CO Jm U'.P W O to co W N I--� 1.02 I 1.02 I 1.02 1.95 1.95 I 1.95 I 1.95 1.95 2.95 I I 2.95 2.95 II 2.95 I` 2.95 I 2.95 I 2.95 4.02 I 4.02 4.02 4.02 I 4.02 4.02 4.02 4.02 4.02 5.17 5.17 5.17 5.17 5.17 5.17 I I 5.17 5.17 5.17 5.17 5.17 J 86.74 85.30 83.87 84.10 82.67 81.23 79.80 78.37 81.27 � 79.84 78.40 76.97 75.54 74.10 72.67 78.30 1 76.87 75.43 74.00 1 72.57 1 71.13 69.70 I 68.26 I 66.83 75.18 73.75 72.31 70.88 69.45 � 66. 65.14 63.71 62.28 II 60.84 - 9999.54 - 383.72 - 195.27 - 9999.07 - 383.26 - 194.81 - 130.28 I -97.66 - 9998.57 - 382.76 j - 194.30 1 - 129.78 li -97.16 1 -77.45 -64.23 - 9998.04 -382.22 - 193.77 - 129.24 -96.62 -76.91 I -63.70 -54.22 -47.07 I - 9997.46 I - 381.65 - 193.19 - -96.05 -96.05 II -63.12 1 -53.64 � -46.50 -40.92 I� -36.43 - 550.03 -11.52 -0.96 - 1013.27 I -29.31 -10.03 -3.43 -0.09 = - 1515.18 -48.60 = I -19.85 -10.01 I -5.04 -2.03 -0.01 - 2050.43 -69.16 -30.33 -17.03 -10.31 -6.25 -3.53 -1.57 -0.10 i - 2624.96 -91.23 I -41.57 -24.57 I -10.78 .30 -4.80 -2.92 II -1.45 I -0.27 I 1.000 1.000 1.000 1.000 I 1.000 1.000 1.000 1.000 1.000 II 1.000 II 1.000 II 1.000 I 1.000 1.000 0.999 1.000 1.000 1.000 1.000 I 1.000 II 1.000 1.000 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 6476.07 7377.91 8295.31 9920.71 10641.19 11382.62 12152.15 12843.74 12301.10 12887.16 13470.45 14066.30 14714.08 15254.22 15774.23 13928.08 14867.45 15343.33 15814.60 II 16316.35 I 16787.46 I 17191.65 I 17575.60 I 15028.00 15400.36 I 15762.27 16119.50 16482.36 16856.93 17265.70 1 17687.04 1� 18003.58 II 18303.51 I� 18578.98 I� I� II tra f' t ■ c• Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 1 Output Data Wall Height - 20.00 Wall Slope = 89.71 Circle Number Circle I Circle X- Intercept( Base Angle Circle X- Center Circle Y- Center Moment ! Ratio ( Force Req'd/ U Unit Wall !nI Length lO r OD 01 0 .--i N M Q' to L0 N OD 01 0 rI N fn Q' in lO N CO ON O e-I N f') mot' to (.O NOD ON O e--I N M C in '.O r m O) 0 + - 1 N M C' to l0 N CO 0 O r-1 rn (h lh C'Q' C' Q' 4 C' C' V' V'4 LO to to in in In in in in 10 '.01010 U) 1010 \O t0 1 .0 r r r NNN N r r r CO CO CO CO CO CO 00 CO CO 010101 Q1 6.41 II 6.41 II 6.41 6.41 ` 6.41 6.41 6.41 6.41 6.41 6.41 6.41 II 6.41 6.41 I 7.77 7.77 7.77 7.77 I 7.77 7.77 II 7.77 7.77 7.77 7.77 I 7.77 7.77 7.77 I 7.77 I 7.77 I 9.26 9.26 9.26 I 9.26 II 9.26 9.26 ( 9.26 9.26 9.26 II 9.26 II 9.26 9.26 9.26 9.26 9.26 9.26 9.26 9.26 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 I I I I I I I I I I I I III i 71.91 70.47 .04 67.60 66.17 I 64.74 63.30 61.87 I 60.44 I 59.00 I 57.57 56.13 I 54.70 68.47 67.03 65.60 62.73 61.30 ( 59.86 58.43 57.00 I 55.56 54.13 I I 52.70 II 51.26 49.83 I 48.39 II 64.86 63.42 II 61.99 II 60.55 II 59.12 II 57.69 II 56.25 54.82 II 53.39 51.95 50.52 49.09 47.65 46.22 44.78 43.35 41.92 40.48 61.06 59.63 58.20 56.76 55.33 53.90 52.46 51.03 49.59 48.16 46.73 45.29 - 9996.84 I - 381.03 I -192.57 - 128.05 -95.43 -75.71 -62.50 -53.02 -45.88 -40.29 -35.81 -32.12 -29.03 - 9996.16 I - 380.35 - 191.90 -127.37 -94.75 -75.04 -61.83 -52.34 -45.20 I -39.62 -35.13 -31.44 - 28.35 -25.72 -23.45 - 9995.42 - 379.60 - 191.15 I - 126.62 -94.00 II -74.29 -61.08 -51.60 I -44.45 I -38.87 II -34.38 II -30.69 I -27.60 I -24.97 -22.70 -20.72 I -18.98 I -17.43 I - 9994.58 I - 378.77 - 190.31 - 125.79 I -93.17 I -73.46 I -60.24 -43.62 -38.03 I -33.55 I -29.86 n - 3246.31 - 115.10 -53.74 -32.72 -22.10 -15.68 -11.38 -8.29 I -5.97 I -4.15 -2.69 -1.49 -0.48 - 3924.22 -141.15 -67.00 -41.62 -28.78 -21.03 ( -15.83 I -12.10 -9.29 -7.09 -5.33 -3.88 -2.66 -1.63 -0.73 - 4671.50 'I - 169.86 -81.63 I -51.42 -36.15 -26.92 II -20.74 I -16.30 I -12.95 -10.34 -8.24 I -6.51 I -5.07 I -3.83 -2.77 -1.85 I -1.03 -0.31 - 5505.31 I - 201.89 I -97.95 I -62.36 I -44.37 II -33.50 ! -26.21 7 I -17.04 -13.96 I -11.49 it -9.45 l I I I I II I I I I (I I I I I I 1.000 I 1.000 I 1.000 1.000 I I 1.000 I 1.000 1.000 1.000 1.000 I 0.999 I 0.999 II 0.999 I 0.999 I 1.000 1.000 I 1.000 1.000 1.000 1.000 I 1.000 1.000 0.999 0.999 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 I I 0.999 0.999 0.999 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.999 0.999 0.999 0.998 I I I II I u 15733.76 16023.79 16300.80 16566.68 16828.50 17085.87 17350.53 17623.34 17926.90 18233.51 18419.59 18589.05 18734.95 16124.95 16337.74 16535.70 16720.59 16898.2 17067.76 17229.81 17389.34 17555.50 17727.46 17916.44 18092.59 18166.46 18214.50 18249.12 16247.74 16388.20 16515.60 16631.07 16732.63 16823.33 16906.12 16983.20 17061.62 17131.57 17202.66 17285.47 17369.33 17425.40 17391.62 17342.44 17267.36 17171.52 16124.87 16203.03 16266.25 16316.06 16352.96 16377.85 16390.38 16403.24 16399.41 16383.54 16363.95 ( ( II l I I I 4 71 Output File: P: \PROJECTS \2003 \033 - 1552 \5X6SPACING.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 2 __._......�._._....., ......,,..,..........„„r gym. „,,. <.. V*;t mslm•m+'ba!xa'?Mnux Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. m% GoldNail 3.11 Page 3 alb iSb':�;4Emfi''kH4x!pinSwawvr, Output Data Wall Height = Wall Slope = 20.00 89.71 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center LI Circle Y- Center 'Force Moment Ratio Req'd/ I Unit Wall Length j i III 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 I 124 125 126 I 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 10.93 10.93 I 10.93 10.93 10.93 I 10.93 10.93 10.93 10.93 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 1 12.82 12.82 12.82 12.82 12.82 12.82 12.82 II 1 12.82 14.99 I I 14.99 14.99 14.99 I 14.99 I 14.99 i 14.99 14.99 I 14.99 I 14.99 I 14.99 14.99 14.99 14.99 14.99 14.99 i 14.99 I 14.99 iI 14.99 I 14.99 ( 14.99 I 14.99 � I I I ` I I I i I 43.86 42.43 40.99 39.56 38.12 36.69 35.26 33.82 32.39 57.08 I 55.65 54.22 52.78 51.35 49.91 48.48 47.05 45.61 44.18 42.75 41.31 39.88 38.45 37.01 35.58 34.14 I 32.71 I 31.28 29.84 28.41 26.98 25.54 52.90 I 51.47 50.04 48.60 I 47.17 I 45.73 44.30 3 41.43 40.00 38.57 37.13 35.70 34.27 32.83 31.40 29.96 28. 27.10 25.66 24.23 22.80 21.36 19.93 7 17.06 -26.77 -24.14 -21.87 -19.89 -18.15 -16.60 -15.21 ' -13.96 I -12.83 - 9993.64 - 377.83 - 189.37 - 124.85 -92.22 -72.51 I -59.30 -49.82 I -42.67 -37.09 -32.60 -28.91 -25.82 I -23.19 -18.95 -17.20 -15.65 -14.27 -13.02 -11.88 -10.85 I -9.90 - 9992.55 - 376.74 - 188.28 I - 123.76 -91.14 -71.92 ' -58.21 I -48.73 -41.59 -36.00 I -31.52 I -27.83 I -24.74 -22.10 I -19.84 II -17.86 II -16.12 II -14.57 I -13.18 I -11.93 II -10.80 II -9.76 II -8.81 I -7.93 II -6.37 i -7.75 -6.30 I -5.05 I -3.96 I -3.00 -2.14 -1.38 -0.69 -0.06 - 6449.16 - 238.15 - 116.42 -74.75 -53.68 -40.94 -32.41 I -26.29 I -21.67 -18.07 -15.17 -12.78 I -10.79 -9.09 -6.34 -5.22 -4.22 -3.32 -2.52 -1.78 -1.11 -0.50 I - 7536.25 I - 279.92 - 137.70 I -89.01 -64.39 -99.52 -39.55 I -32.39 -27.00 - 22.79 -19.40 -16.62 -14.28 I -12.30 II -10.59 -9.10 I -7.78 I -6.61 I -5.57 I -4.62 -3.77 -2.98 -2.27 -1.61 -0.42 I I I I 1 I I I I I I II it I I 0.998 0.999 0.999 0.999 0.999 0.999 1.000 1.001 1.002 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.998 0.998 0.998 1 0.997 0.997 0.998 0.998 0.998 0.999 1.000 1.000 1.001 I 1.001 1.000 1 1.000 1.000 1.000 0.999 0.999 0.999 0.998 0.998 0.998 0.997 0.997 0.997 0.997 0.997 0.997 0.996 0.997 0.997 0.997 0.996 0.997 0.997 0.998 1.000 0.999 I II II I i I I I I II II I I 16342.71 16333.78 16315.25 16247.90 16110.84 15957.01 15788.94 15617.81 15418.03 15758.74 15781.68 15788.81 15784.80 15765.12 15730.59 15685.01 15627.70 15557.23 15477.93 15388.71 15291.19 15183.72 15072.94 14865.76 14736.31 14554.33 14340.05 14107.96 13835.60 13538.30 13222.69 15132.17 15100.59 15055.22 14992.50 14917.12 14827.29 14730.66 14615.09 14483.78 14337.66 14183.37 14017.75 13850.67 13665.34 13470.21 13266.38 13052.78 12830.13 12594.71 12283.75 11942.07 11599.42 11211.34 10800.89 10407.91 9907.95 , I (I II II II I Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. m% GoldNail 3.11 Page 3 alb iSb':�;4Emfi''kH4x!pinSwawvr, i �• 1.0 vat Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 4 Output Data I Wall Height = Wall Slope = 20.00 89.71 Circle Number Circle X- Intercept t Circle Base Angle 1 Circle X- Center tt Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length I 152 17.55 48.51 - 9991.27 -8814.92 1.000 14203.46 153 17.55 47.08 I - 375.46 - 329.09 1.000 14118.34 154 17.55 45.65 - 187.00 - 162.73 1.000 14017.90 155 17.55 ` 44.21 - 122.48 - 105.79 1.000 13909.22 156 17.55 42.78 -89.86 1 -77.00 0.999 13780.40 157 17.55 41.35 -70.15 -59.60 0.999 13636.60 158 17.55 39.91 -56.93 -47.94 0.999 13478.04 159 17.55 38.48 -47.45 -39.58 0.998 13298.62 160 17.55 37.04 -40.31 -33.27 0.998 13117.61 161 17.55 35.61 -34.73 -28.34 0.998 12911.03 162 17.55 34.18 -30.24 -24.38 0.997 12694.61 163 17.55 32.74 -26.55 -21.13 0.997 12464.53 164 17.55 31.31 -23.46 -18.40 0.996 12213.22 165 17.55 29.88 -20.83 -16.08 0.996 11955.58 166 17.55 28.44 I -18.56 -14.08 0.996 11702.68 167 17.55 27.01 -16.58 -12.33 0.995 11415.22 168 17.55 25.57 -14.84 - 10.79• 0.995 I 11118.60 169 17.55 24.14 -13.29 -9.43 0.995 10808.06 170 17.55 22.71 -11.90 I -8.20 ' 0.995 I 10482.97 171 17.55 21.27 -10.65 I -7.10 0.994 10142.49 172 17.55 19.84 1 -9.52 I -6.10 0.994 9744.57 173 17.55 18.41 -8.48 I -5.18 0.993 9296.59 174 17.55 I 16.97 -7.53 -4.35 0.992 8824.39 175 17.55 ( 15.54 ( -6.65 -3.57 0.991 I 8300.57 176 17.55 14.11 I -5.84 -2.86 0.991 I 7794.06 177 17.55 12.67 I -5.09 I -2.19 1.009 7806.69 178 17.55 I 11.24 -4.39 -1.57 1.009 7221.72 179 17.55 9.80 -3.73 I -0.99 1.008 I 6594.58 180 17.55 8.37 -3.11 -0.44 I 1.007 5917.66 181 19.74 43.91 - 9555.99 - 9907.94 I 1.000 1 12743.78 182 19.74 1 42.47 - 357.69 - 370.61 I 1.000 12619.57 183 19.74 4 1.04 - 177.41 1 - 183.70 1.000 II I 12478.03 184 19.74 39.60 - 115.69 f1 - 119.70 1.000 I 12320.92 185 19.74 38.17 -84.48 -87.34 0.999 � 12143.16 186 19.74 36.74 -65.63 I -67.79 0.999 11950.41 187 19.74 35.30 -52.99 1 -54.69 0.999 11745.05 �! 188 19.74 33.87 -43.92 ' -45.28 � 0.999 11538.90 II S) 189 19.74 32.44 II -37.09 -38.20 0.998 11303.93 190 19.74 1 31.00 II -31.75 -32.66 0.998 11053.13 191 19.74 II 29.57 -27.45 -28.21 0.997 10782.22 192 19.74 II 28.14 -23.92 -24.55 I 0.997 10499.13 1I 193 19.74 II 26.70 -20.97 -21.48 I 0.996 I 10188.45 1I 194 19.74 1I 25.27 -18.45 -18.88 0.995 II 9876.55 I� 195 19.74 23.83 � -16.28 -16.63 1 0.995 � 9556.22 196 19.74 22.40 � -14.39 -14.66 I 0.994 9205.14 197 19.74 20.97 � -12.72 -12.94 I 0.993 I 8840.78 198 19.74 I 19.53 I -11.24 -11.40 I 0.993 8458.27 199 19.74 � 18.10 �1 -9.91 I -10.02 I 0.992 ' 8056.30 200 19.74 16.67 1 -8.72 I -8.78 I 0.992 � 7674.19 201 19.74 � 15.23 � -7.63 I' -7.66 1 0.991 7170.42 202 I 19.74 13.80 I -6.64 II -6.63 I1 1.006 7096.48 203 19.74 12.36 I -5.73 I -5.69 II 1.004 6509.99 204 19.74 I 10.93 I -4.89 -4.82 I 1.004 I 5941.08 205 19.74 9.50 -4.12 -4.02 I 1.002 5309.96 206 19.74 8.06 -3.40 -3.27 1.002 4671.92 207 19.74 6.63 -2.72 -2.57 � 0.999 3957.42 208 19.74 5.20 -2.09 -1.92 ! 0.997 3211.48 1} t 209 19.74 u 3.76 n � -1.50 II -1.30 t III I 0.996 2504.88 t q i �• 1.0 vat Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 4 Output Data ii Wall Height = Wall Slope = 20.00 89.71 Circle f Number Circle I X- Intercept Circle Base Angle Circle X- Center Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length 210 211 212 1 213 1 214 215 216 217 218 219 220 221 222 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 243 244 I 245 246 247 248 249 250 I 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 19.74 19.74 22.02 22.02 22.02 22.02 1 22.02 I 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 II 22.02 22.02 22.02 22.02 22.02 I 22.02 I 22.02 I 22.02 24.61 24.61 24.61 24.61 24.61 24.61 I I 24.61 I 24.61 I 24.61 24.61 24.61 24.61 11 24.61 il I 24.61 I 24.61 24.61 I 24.61 I 24.61 I 24.61 I 24.61 I 27.63 I 27.63 27.63 27.63 27.63 27.63 27.63 27.63 27.63 27.63 i ! I I I II II I I I I II 2.33 0.89 I 39.07 37.63 36.20 34.77 I 33.33 31.90 30.46 29.03 27.60 26.16 I 24.73 23.30 21.86 20.43 I 18.99 17.56 16.13 14.69 13.26 11.83 10.39 I 8.96 7.53 6.09 4.66 3.22 33.99 I 32.55 31.12 29.69 I 28.25 I 26.82 II 25.38 23.95 22.52 21.08 19.65 18.22 16.78 15.35 13.91 12.48 11.05 9.61 8.18 6.75 28.65 27.22 25.78 24.35 22.92 21.48 20.05 18.62 15.75 -0.94 -0.41 - 8984.44 - 334.63 - 165.11 - 107.06 -77.72 -59.99 -48.10 I -39.57 -33.15 -28.13 -24.09 -20.77 I -17.99 -15.62 I -13.58 I ! - 11.80 II I -10.24 i -8.84 -7.60 -6.47 -5.45 -4.52 -3.66 -2.88 -2.15 -1.47 II - 8335.13 I - 308.44 I - 151.13 -97.27 -70.03 -53.58 II I -42.55 I I -34.64 -28.67 -24.01 I -20.27 -17.19 -14.61 I I -12.41 - 10.52 I -8.87 I -7.41 I -6.12 I I -4.96 II -3.92 - 7579.25 I - 277.95 I - 134.85 I -85.86 II -61.09 I -46.12 -36.09 -28.89 -23.47 I -19.23 1 -0.72 1 -0.18 - 11048.19 - 413.87 1 - 205.46 - 134.10 -98.02 -76.22 -61.61 -51.12 -43.22 -37.05 -32.09 -28.00 -24.59 -21.68 -19.17 -16.98 -15.05 -13.34 -11.81 -10.42 -9.17 -8.02 -6.97 I -6.00 I -5.11 -4.27 - 12343.58 - 463.02 I - 230.18 I - 150.45 I - 110.15 -85.79 -69.47 -57.76 -48.93 -42.03 -36.49 -31.93 -28.11 -24.86 -22.06 -19.61 -17.46 -15.55 -13.83 -12.29 II - 13851.55 I - 520.23 I - 258.95 - 169.49 - 124.27 � -96.94 I -78.62 I -65.48 II -55.57 II -47.83 I f I I I I II I I 0.992 1.001 1.000 1.000 1.000 0.999 0.999 0.999 0.999 I 0.998 0.998 0.997 0.997 0.996 0.995 0.995 0.994 0.993 0.993 0.991 0.990 1.005 1.005 1.003 1.002 1.000 0.998 0.995 1.000 1.000 1.000 1.000 1.000 I 0.999 0.998 0.998 0.998 0.997 0.997 0.997 0.997 0.996 0.996 0.994 0.993 0.992 0.990 1.006 1.000 1.000 1.000 1.000 0.999 1.000 1.000 0.999 0.999 0.999 I I I I I I I I I I I 1 1 I I I I II 1664.91 1169.60 10648.24 10494.88 10332.87 10148.71 9942.13 9724.24 9478.33 9203.68 8919.42 8609.27 8281.83 7932.43 7560.49 7165.40 6744.73 6323.22 5879.29 5409.50 4969.13 4957.40 4436.04 3848.98 3221.64 2570.30 1862.88 1091.67 7823.73 7616.80 7391.78 7153.30 6906.90 6649.36 6306.40 6000.66 5663.49 5305.84 4949.64 4553.67 4152.96 3704.20 3265.43 2770.00 2255.49 1713.78 1143.52 1019.52 4084.47 3819.81 3542.53 3245.50 2930.28 2607.34 2256.59 1876.27 1484.59 1072.34 I I I II II II II f'Af Output File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 5 I Wall Height = 20.00 Wall Slope = 89.71 Force aeg'd/ Circle Circle Circle Circle Circle Moment Unit Wall Number X-Intercept Base Angle X-Center Y-Center Ratio Length . 368 27.63 14'31 -15.82 -41.61 0'998 638.84 ' 269 U 37'63 U 12'88 -13.02 -36.50 0'998 183'58 • ! ° ~ ^ -v ~°• � • •'; `=* Output File: p,\emoJoora\2003\033-1552\5x6opAozmo'god Output Data This copy of onldmail licensed to: Sri Srithar; Golder Associates Pty. ooldwail 3.11 page 6 uvvrons.. ii a • Input File: P: \PROJECTS \2003 \033- 1552 \5X6SPACING.gni 10 15 20 25 I I -5 0 5 STARFIRE STADIUM RENOVATION I I I 10 15 20 25 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. 30 35 40 45 Page 1 z W 6 00 co C3 W = J W g LL. w d = W I- Z �. I- 0 Z E- ui U � O — a ' -. W • W : I- W z ▪ , — _ 0 z • Input File: P: \PROJECTS \2003 \033 - 1552 \5x6 -seis- ext.gni GoldNail 3.11 STARFIRE STADIUM RENOVATION General Data File Indentifier Unit weight of water Base depth for analysis Seismic Coefficient Minimum Base Exit Angle X Search limit (left) X Search limit (right) Number of slip circles No. of slip circle exits 5x6 - seis- ext.gni 62.4 20.0 0.165 -15.0 1.0 50.0 400 20 LRFD and Safety Factor Data L Analysis Mode: (L)RFD or (S)LD (specify L or S) SLD Safety and Strength Factors (mode S only) FS for Soil Cohesion FS for Soil Friction Strength Factor for Head Strength Strength Factor for Nail Tendon Strength Strength Factor for Nail Pullout Resistance LRFD Load Factors (mode L only) LF for Unit Weight of Water LF for Unit Weight of Soil LF for Surcharge Loads LF for Seismic Loads LRFD Resistance Factors (mode L only) RF for Soil Cohesion RF for Soil Friction Angle RF for Head Strength RF for Nail Pullout Resistance RF for Nail Tendon Strength PIEZOMETRIC DATA Point 1 Point 2 Point 3 Point 4 Point 5 Point 6 Point 7 Point 8 Point 9 Point 10 X -Value 1 1 0.67 0.55 0.5 � 0 Piez. Level!' l i t I II II II 1 1.35 1.75 1 1 0.75 0.9 0.7 0.9 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 1 Nodal Data Seg. No. Node No X -Value Y -Value Node No X -Value Y -Value Node No X -Value Y- Value 1 -0.1 20 n 11 .--i N M C' N l0 N 0 O) O .--1 N M C' if) C'1 Cl fr) M M M Cl Cr) l•) cT Q' Q' C' C Q' 7 1. 0 0 2 1 1 11 1 18 0 13 12 0 .--1 C' Lf) l0 N CO 0n .-I rI 58 1 20 Q) O .-1 N M C' N l0 .--1 N N N f V N N C. 14 n H 13 I 15 Wall Segment Data Seg. No. Node 1 Node 2 Soil ID Pullout Res. IDI r Seg. No. Node 1 Node 2 Soil ID Pullout Res. ID n 11 t f—� 7 1. 1 2 1 1 11 1 13 12 14 H 13 15 1 14 16 15 17 l0 1 16 18 17 J 20 18 n 19 20 Surface Segment Data Seg. No. Node 1 Node 2 Soil ID 1 I J Seg. No. Node 1 Node 2 Soil ID 11 t f—� 1 12 1 13 14 15 1 16 17 1 18 19 J 20 n n Mot ter i" Input File: P:\ PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gni This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 2 Soil Strength & Pullout Resist. Data Material ID No. c m Unit Weight Pullout Res. 1 •-' r I-' 1-' 1-' .L1 U) N N O lD CO J 01 (.11 4::. W NN 0 31 125 4000 Surcharge Pressure Data Load No X -value Vert. Horiz. 1 .-� N f`') Q' tf) lD N CD 01 O r-1 50 250 0 Internal Segment Data 1 Seg. No. Node 1 Node 2 Soil ID Pullout Res. ID j. Seg. No. • CT • . --1N (h C'tn lDr - GD01O N O .-1 .-1 .--1 1-1 1-1 1-1 .--1 .- 4 .--1 N m Z • Node 1 Node 2 Soil ID Pullout Res. ID 0 .--1 N M Cr L1) lD N CO 01 .--1 .Rr Input File: P: \PROJECTS \2003 \033- 1552 \5x6- seis- ext.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 3 .....,...c..:........,..e...., ..t�:i.;. ;11 03, ..�.�::;...�» ; ..tii.::...vSia;i7_we:�cr"ukh::w .s:.,.w.• Nail Data I Nail Depth Nail Length Tendon Strength Head Strength 1 Fixed 1 Nail? Nail Row 1 i ! 1 N r- ('4 N rd 24 95300 40000 Nail Row 2 24 1 95300 40000 Nail Row 3 20 1 95300 40000 Nail Row 4 15 59300 40000 Nail Row 5 Nail Row 6 Nail Row 7 Nail Row 8 i Nail Row 9 Nail Row 10 Nail Row 11 Nail Row 12 Nail Row 13 Nail Row 14 Nail Row 15 1I Horiz. Spacing 1 6 Nail Declination 15 a 9 w 1 Input File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 4 .,.. .....,,, - n.,.0444. 1 g7;+4;:t" . .,:'::wi i�: 1 r4-' 1, : .k, .' ., i n ` "',. '[ .. N .:ti.i:; .��....:_ Design Data Nail Head Factor = 1.00 for circle no 269 Nail Length Factor = 0.93 for circle no 79 Nail No. Circle No Required Nail Tendon Strength 1 2 3 4 35 48 48 63 55170.00 57620.27 50234.40 42230.94 Nail No. Circle No Required Nail Length 1 2 3 4 1.02 1.02 1.02 1.95 1.95 1.95 1.95 1.95 2.95 2.95 2.95 2.95 II 2.95 I 2.95 I 2.95 I 4.02 4.02 4.02 4.02 4.02 4.02 4.02 4.02 ( 5.17 5.17 5.17 5.17 5.17 5.17 �� 5.17 5.17 5.17 5.17 � 5.17 22.29 22.29 18.58 13.93 Output Data Wall Height = Wall Slope = 20.00 89.71 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center I I Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length 1 .--1 N t'_ C tf) 10 1— co ON 0 .-i (NI Cr N CO 01 0 r♦ N M C tt) l0 N CO 61 O .-• N ( 1 r- le -i.- -1 .-1 11 .-- 11 --14 -1 1-4 1-4 N N N N 04 N N N N N MMMM M M 1.02 1.02 1.02 1.95 1.95 1.95 1.95 1.95 2.95 2.95 2.95 2.95 II 2.95 I 2.95 I 2.95 I 4.02 4.02 4.02 4.02 4.02 4.02 4.02 4.02 ( 5.17 5.17 5.17 5.17 5.17 5.17 �� 5.17 5.17 5.17 5.17 � 5.17 86.74 85.30 83.87 I 8 10 �I 81.23 79.80 78.37 81.27 79.84 78.40 76.97 75.54 74.10 72.67 7 76.87 75.43 74.00 72.57 71.13 68.26 66.83 � 75.18 73.75 72.31 70.88 69.45 68.01 66.58 65.14 63.71 62.28 60.84 I I u - 9999.54 - 383.72 - 195.27 I I - 9999.07 - 383.26 I - 194.81 I - 130.28 I -97.66 � - 9998.57 - 382.76 - 194.30 - 129.78 -97.16 -77.45 -64.23 -9998.04 382.22 II - 193.77 - 129.24 -96.62 -76.91 -54.22 -47.07 - 9997.46 - 381.65 - 193.19 - 128.67 -96.05 -76.34 I I -63.12 -53.64 -46.50 -40.92 -36.43 - 550.03 -11.52 -0.96 � - 1013.27 �� -29.31 -10.03 I -3.43 I -0.09 - 1515.18 -48.60 -19.85 -10.01 -5.04 -2.03 I -0.01 -2 - -69.16 I -30.33 I -17.03 -10.31 -6.25 -1.57 -0.10 - 2624.96 I -91.23 -41.57 -24.57 -15.98 -10.78 1 -7.30 -4.80 �I -2.92 (I -1.45 I -0.27 1.000 I 1.000 � � 1.000 I 1.000 I 1.000 " I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.999 1.000 1.000 1.000 1.000 1.000 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 I 0.999 6476.07 7377.91 8295.31 9920.71 10641.19 y 11382.62 12152.15 12843.74 12301.10 I ( 12887.16 I 13470.45 14066.30 14714.08 15254.22 15774.23 1 14399.15 I 14867.45 15343.33 15814.60 16316.35 191.65 17 17575.60 15028.00 15400.36 15762.27 I 16119.50 16482.36 16856.93 17265.70 17687.04 18003.58 18303.51 18578.98 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd GoldNail 3.11 This copy of GoldMail licensed to: Sri Srithar; Golder Associates Pty. Page 1 4 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 2 a Output Data Wall Height = Wall Slope = 20.00 89.71 1 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center t Circle Y- Center Moment I Ratio Force Req'd/ Unit Wall Length l 1 i It 36 37 38 39 I 40 I 41 42 44 45 I 46 I 47 I 48 49 50 51 52 I 53 I 54 II 55 56 57 58 59 60 61 62 63 64 66 67 68 69 7 72 73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 6.41 6.41 ' 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 I 7.77 7.77 7.77 7.77 7.77 7.77 7.77 7.77 7.77 7.77 7.77 I I 7.77 H 7.77 7.77 I 7.77 I 9.26 I 9.26 9.26 9.26 ' 9.26 9.26 I 9.26 9.26 II 9.26 9.26 9.26 9.26 9.26 9.26 9.26 9.26 9.26 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 II 10.93 I � I I II II I I I I I 71.91 70.47 69.04 67.60 66.17 64.74 63.30 60.44 59.00 57.57 56.13 54.70 68.47 67.03 65.60 64.17 62.73 61.30 59.86 58.43 57.00 55.56 54.13 52.70 51.26 49.83 48.39 64.86 61.99 60.55 59.12 57.69 56.25 54.82 53.39 51.95 50.52 49.09 47.65 46.22 44.78 41.92 40.48 61.06 59.63 58.20 56.76 55.33 53.90 52.46 51.03 49.59 48.16 46.73 45.29 - 9996.84 - 381.03 - 192.57 - 128.05 -95.43 -75.71 -62.50 -45.88 -40.29 f -35.81 -32.12 -29.03 - 9996.16 - 380.35 - 191.90 - 127.37 -94.75 -75.04 -61.83 -52.34 -45.20 -39.62 -35.13 -31.44 -28.35 -25.72 -23.45 II - 9995.42 I - 191.15 I - 126.62 �� -94.00 �� -74.29 -61.08 -51.60 -44.45 -38.87 -34.38 -30.69 -27.60 -24.97 II -22.70 I -18.98 II -17.43 - 9994.58 - 378.77 - 190.31 - 125.79 -93.17 -73.46 -60.24 -50.76 -43.62 -38.03 I -33.55 I -29.86 - 3246.31 - 115.10 I -53.74 I -32.72 II -22.10 -15.68 -11.38 -5.97 -4.15 -2.69 I -1.49 -0.48 - 3924.22 I - 141.15 I -67.00 -41.62 I -28.78 I -21.03 -15.83 -12.10 I -9.29 -7.09 -5.33 -3.88 -2.66 -1.63 -0.73 - 4671.50 -169.86 81.63 - -36.15 I -26.92 -20.74 -16.30 -12.95 -10.34 -6.51 I -5.07 I -3.83 I -2.77 II -1.03 II -0.31 ( - 5505.31 II - 201.89 I -97.95 � -62.36 -44.37 -33.50 -26.21 I -20.98 -17.04 -13.96 II -11.49 II -9.45 I I I I I I I I I t I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I 1.000 l 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 ` 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.999 0.999 0.999 0.998 I I I I I I I I I II I I I I I I I 15733.76 16023.79 16300.80 16566.68 16828.50 17085.87 17350.53 17926.90 18233.51 18419.59 18589.05 18734.95 16124.95 16337.74 16535.70 16720.59 16898.27 17067.76 17229.81 17389.34 17555.50 17727.46 17916.44 18092.59 18166.46 18214.50 18249.12 16247.74 16515.60 16631.07 16732.63 16823.33 16906.12 16983.20 1 17131.57 17202.66 17285.47 17369.33 17425.40 17391.62 17267.36 17171.52 16124.87 16203.03 16266.25 16316.06 16352.96 16377.85 16390.38 16394.38 16403.24 16399.41 16383.54 16363.95 II 4 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 2 a r -, Output File: P: \PROJECTS \2003 \033 - 1552 \5x6 - seis - ext.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 3 Output Data Wall Height Wall Slope = 20.00 = 89.71 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center Circle Y- Center ( Moment Ratio Force Req'd/ Unit Wall Length J i ( ( ( II 94 95 96 ( 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 ( 112 113 114 ( 115 I 116 117 118 119 120 121 122 123 ( 124 125 126 127 128 129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 I � I� ( I u 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 12.82 12.82 12.82 12.82 ( 12.82 12.82 I I 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 ( I I ( I( I I I ( II � I I II (( I � I ( ( 43.86 42.43 40.99 ( 39.56 38.12 36.69 35.26 33.82 32.39 57.08 55.65 54.22 52.78 49.91 I 48.48 ( 47.05 45.61 44.18 42.75 41.31 39.88 38.45 37.01 35.58 34.14 32.71 31.28 (I 29.84 (I 28.41 26.98 25.54 52.90 51.47 50.04 48.60 47.17 45.73 44.30 42.87 41.43 40.00 38.57 37.13 35.70 34.27 32.83 31.40 29.96 28.53 27.10 25.66 24.23 22.80 21.36 19.93 18.49 17.06 -26.77 -24.14 -21.87 ( -19.89 -18.15 -16.60 -15.21 -13.96 -12.83 - 9993.64 - 377.83 - 189.37 - 124.85 -72.51 -59.30 ( -49.82 -42.67 -37.09 -32.60 -28.91 -25.82 -23.19 ( -20.92 -18.95 I � -17.20 �( -15.65 -14.27 I -13.02 � -11.88 -10.85 I -9.90 - 9992.55 - 376.74 ( - 188.28 - 123.76 -91.14 (I -71.42 -58.21 -48.73 -41.59 -36.00 -31.52 -27.83 -24.74 -22.10 -19.84 -17.86 -16.12 ) -14.57 p -13.18 -11.93 I -10.80 I -9.76 -8.81 -7.93 (I -7.12 I� -6.37 i -7.75 -6.30 -5.05 -3.96 I -2.14 -1.38 -0.69 -0.06 I - 6449.16 - 238.15 - 116.42 (i -74.75 I -40.94 -32.41 ( -26.29 fl -21.67 -18.07 -15.17 I -12.78 -10.79 (( -9.09 I -7.62 I -6.34 -5.22 -4.22 I -3.32 I -2.52 I -1.78 I -1.11 -0.50 - 7536.25 - 279.92 - 137.70 -89.01 -64.39 -49.52 -39.55 -32.39 -27.00 -22.79 -19.40 -16.62 -14.28 -12.30 -10.59 -7.78 I -6.61 -5.57 -4.62 -3.77 -2.98 -2.27 -1.61 ( -0.99 � -0.42 u ' I 1 I I I II I I I u 0.998 0.999 0.999 0.999 0.999 0.999 1.000 1.001 1.002 1.000 1.000 1.000 1.000 0.999 0.999 0.999 Ii 0.998 0.998 0.998 0.998 0.997 0.997 0.998 I 0.998 `I 0.998 (I 0.998 (( 0.999 II 1.000 I 1.000 I 1.001 1.001 I( 1.00d I1 1.000 1.000 1.000 0.999 0.999 0.999 0.998 0.998 0.998 0.997 0.997 0.997 0.997 0.997 0.996 0.997 0.997 0.997 0.996 0.997 0.997 0.998 1.000 0.999 I p (( I I I I ( I u 16342.71 16333.78 16315.25 16247.90 16110.84 15957.01 15788.94 15617.81 15418.03 15758.74 15781.68 15788.81 15784.80 15730.59 15685.01 15627.70 15557.23 15477.93 15388.71 15291.19 15183.72 15072.94 14971.09 14865.76 14736.31 14554.33 14340.05 14107.96 13835.60 13538.30 13222.69 15132.17 15100.59 15055.22 14992.50 14917.12 14827.29 14730.66 14615.09 14483.78 14337.66 14183.37 14017.75 13850.67 13665.34 13470.21 13266.38 13052.78 12830.13 12594.71 12283.75 11942.07 11599.42 11211.34 10800.89 10407.91 9907.95 L( I I I 1 r -, Output File: P: \PROJECTS \2003 \033 - 1552 \5x6 - seis - ext.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 3 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 III Page 4 Output Data Wall Height Wall Slope = = 20.00 89.71 Circle Number 1 I I Circle X- Intercept, I Circle Base Angle Circle X- Center Circle Y- Center Moment I Ratio ' Force Req'd/ Unit Wall Length I I I 152 I 153 I 154 155 156 157 I 158 159 160 161 162 163 164 165 166 167 168 169 II 170 li 171 172 173 174 176 177 178 179 180 181 182 183 184 185 186 187 I 188 189 190 192 193 195 196 197 198 199 200 201 202 203 204 205 206 207 208 209 I I I I I I I I I I I II I I � I I I 17.55 17.55 17.55 17.55 17.55 I 17.55 I 17.55 17.55 II 17.55 17.55 j 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 I 17.55 � 17.55 �� 17.55 17.55 17.55 17.55 17.55 17.55 17.55 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 74 19.74 I J I I I I II I � I II I I 48.51 47.08 45.65 44.21 42.78 41.35 L 39.91 38.48 37.04 35.61 34.18 32.74 31.31 29.88 28.44 27.01 25.57 24.14 I 22.71 21.27 19.84 I 18.41 I 16.97 14.11 12.67 11.24 9.80 8.37 42.47 I 42.47 41.04 39.60 38.17 36.74 35.30 I 33.87 32.44 31.00 28.14 26.70 25.27 23.83 22.40 20.97 19.53 18.10 16.67 15.23 13.80 12.36 10.93 9.50 8.06 6.63 5.20 3.76 - 9991.27 - 375.46 - 187.00 - 122.48 -89.86 -70.15 -56.93 -47.45 -40.31 -34.73 -30.24 -26.55 -23.46 I -20.83 _ -18.56 -16.58 -14.84 -13.29 -11.90 I -10.65 -9.52 -8.48 I -7.53 I -5.84 II -5.09 -4.39 I I -3.73 I -3.11 I -9555.99 357 I -357.69 - 177.41 I - 115.69 I -84.48 -65.63 -52.99 -43.92 -37.09 -31.75 -23.92 -20.97 I -18.45 -16.28 -14.39 -12.72 -11.24 I -9.91 -8.72 -7.63 I -6.64 -5.73 -4.89 -4.12 -3.40 -2.72 -2.09 -1.50 Ii i - 8814.92 - 329.04 - 162.73 - 105.79 -77.00 -59.60 -47.94 -39.58 -33.27 -28.34 -24.38 -21.13 -18.40 -16.08 -14.08 -12.33 -10.79 -9.43 -8.20 -7.10 -6.10 -5.18 I -4.35 I -2.86 -2.19 I -1.57 II -0.99 -0.44 `I -9907.94 3 .61 I 70 II I - 183.70 1 - 119.70 1 -87.34 II -67.79 -54.69 II -45.28 -38.20 I -32.66 II -24.55 I -21.48 I -18.88 -16.63 -14.66 -12.94 -11.40 -10.02 -8.78 -7.66 -6.63 I -5.69 -4.82 -4.02 I I -3.27 -2.57 -1.92 I -1.30 1 I I I I I I I I I I I I I i 1.000 1.000 1.000 I 1.000 II 0.999 0.999 0.999 0.998 0.998 0.998 I 0.997 I 0.997 0.996 0.996 I 0.996 I 0.995 I 0.995 0.995 0.995 0.994 0.994 0.993 0.992 li 0.991 1.009 1.009 II 1.008 1.007 1.000 I 1.000 1.000 0.999 0.999 0.999 I 0.999 0.998 0.998 0.997 0.997 0.996 0.995 0.995 0.994 0.993 0.993 0.992 0.992 0.991 1.006 1.004 1.004 1.002 1.002 0.999 0.997 0.996 I I I I I I II I II I I 11 I I 14203.46 14118.34 14017.90 13909.22 13780.40 13636.60 13478.04 13298.62 13117.61 12911.03 12694.61 12464.53 12213.22 11955.58 11702.68 11415.22 11118.60 10808.06 10482.97 10142.49 9744.57 9296.59 8300.57 7794.06 I � 7806.69 7221.72 6594.58 5917.66 II 12619.57 5 I 12478.03 I 12320.92 I 12143.16 11950.41 11745.05 I 11538.90 11303.93 11053.13 II 10782.22 10499.13 II 10188.45 II 9876.55 II 9556.22 1 9205.14 II 8840.78 8458.27 8056.30 7674.19 7170.42 7096.48 6509.99 5941.08 5309.96 4671 3957.42 3211.48 2504.88 II I Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 III Page 4 Output File: P:\ PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 5 Output Data Wall Height = Wall Slope = 89.71 20.00 I II Circle Number Circle X- Intercept Circle Base Angle Circle X- Center Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length II } II 210 211 212 213 214 215 216 217 218 219 220 221 222 223 224 225 I 226 I 227 I 228 I 229 I 230 231 232 233 234 235 II 236 238 239 240 241 242 243 244 245 246 247 248 I 249 250 251 252 II 253 254 255 256 258 259 260 261 262 263 264 265 266 267 19.74 19.74 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 I 22.02 22.02 22.02 22.02 22.02 22.02 22.02 I 22.02 22.02 22.02 22.02 22.02 22.02 22.02 II II 22.02 24.61 I 24.61 I 24.61 II 24.61 24.61 24.61 24.61 24.61 I 24.61 II 24.61 24.61 24.61 I 24.61 II 24.61 II 24.61 24.61 I 24.61 24.61 I I 24.61 I 27.63 I 27.63 I 27.63 I 27.63 27.63 27.63 27.63 27.63 27.63 II 27.63 I I I I I I I I I I I I I I I I li 2.33 0.89 39.07 37.63 36.20 34.77 33.33 31.90 30.46 29.03 27.60 26.16 24.73 23.30 21.86 20.43 18.99 17.56 16.13 I I 14.69 13.26 11.83 10.39 8.96 I I 6.09 4.66 33.99 32.55 31.12 29.69 26.82 26.82 25.38 23.95 22.52 21.08 19.65 18.22 16.78 15.35 1 3.91 12.48 11.05 9.61 8.18 28.65 27.22 25.78 24.35 22.92 21.48 20.05 18.62 17.18 15.75 -0.94 -0.41 - 8984.44 - 334.63 - 165.11 - 107.06 -77.72 -59.99 -48.10 -39.57 -33.15 -28.13 -24.09 -20.77 -17.99 I -15.62 -13.58 -11.80 -10.24 -8.84 -7.60 -6.47 -5.45 1 -3.66 -2.88 -2.15 - 8335.13 - 308.44 - 151.13 -97.27 i -53.58 I -42.55 -34.64 -28.67 I -24.01 I -20.27 I I -17.19 II -14.61 II -12.41 I I -10.52 -8.87 -6.12 -4.96 - 7579.25 I - 277.95 I - 134.85 -85.86 I -61.09 -46.12 I -36.09 -28.89 -23.47 -19.23 -0.72 -0.18 - 11048.19 - 413.87 - 205.46 I -134.10 -98.02 -76.22 -61.61 -51.12 -43.22 -37.05 ' -32.09 -28.00 i -24.59 I -21.68 I -19.17 -16.98 -15.05 -13.34 -11.81 -10.42 I -9.17 -8.02 I -6.97 -6.00 -5.11 I - 12343.58 I - 463.02 I - 230.18 I - 150.45 I -110.15 -69.47 -57.76 -48.93 -42.03 -36.49 I -31.93 -28.11 -24.86 -22.06 I -19.61 -17.46 I -15.55 -13.83 I - 13851.55 - 520.23 - 258.95 - 169.49 - 124.27 -96.94 I -78.62 -65.48 -55.57 -47.83 I I I I I I I I I I I I II 1 0.992 1.001 I 1.000 ( 1.000 I 1.000 I 0.999 0.999 0.999 II 0.999 II 0.998 0.998 0.997 0.997 0.996 0.995 0.995 0.994 0.993 0.993' • I 0.991 0.990 1.005 1.005 I I 1.003 1.002 I 1.000 0.998 1 1.000 1.000 1.000 1.000 0.999 0.998 0.998 0.998 0.997 0.997 0.997 0.997 0.996 0.996 0.994 0.993 0.992 0.990 1.006 1.000 1.000 1.000 1.000 0.999 1.000 1.000 0.999 0.999 0.999 1664.91 1169.60 10648.24 10494.88 10332.87 10148.71 I 9942.13 9724.24 9478.33 I 9203.68 I 8919.42 I 8609.27 I 8281.83 7932.43 7560.49 I 7165.40 I 6744.73 5879.29 5409.50 4969.13 I 4957.40 4436.04 3221.64 2570.30 1862.88 I 7823.73 I 7616.80 I 7391.78 I 7153.30 6649.36 I 6306.40 I 6000.66 5663.49 5305.84 4949.64 4553.67 4152.96 3704.20 3265.43 2770.00 2255.49 1713.78 1143.52 1019.52 4084.47 I 3819.81 3542.53 II 3245.50 I 2930.28 II 2607.34 2256.59 I 1876.27 I 1484.59 I I II 1072.34 1 Output File: P:\ PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 5 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length 268 269 27.63 27.63 14.31 12.88 -15.82 -13.02 -41.61 -36.50 0.998 0.998 638.84 183.58 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - ext.gnd Output Data Wall Height = 20.00 Wall Slope = 89.71 GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 6 ~ Input File: p,\emnaocTa\2003\033-1552\5z6-oeia - 5 STARFIRE STADIUM RENOVATION 1 1 1 1 1 \ 1 0 5 10 15 20 1 1 1 1 25 30 35 40 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. 45 Page 1 PIEZOMETRIC DATA I X -Value t Piez. Level Point 1 i Point 2 Point 3 Point 4 Point 5 Point 6 Point 7 Point 8 Point 9 Point 10 Input File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gni GoldNail 3.11 STARFIRE STADIUM RENOVATION General Data File Indentifier Unit weight of water Base depth for analysis Seismic Coefficient Minimum Base Exit Angle X Search limit (left) X Search limit (right) Number of slip circles No. of slip circle exits LRFD and Safety Factor Data 5x6 - seis - int.gni 62.4 20.0 0.37 -15.0 1.0 20.0 400 20 Analysis Mode: (L)RFD or (S)LD (specify L or S) SLD Safety and Strength Factors (mode S only) FS for Soil Cohesion FS for Soil Friction Strength Factor for Head Strength Strength Factor for Nail Tendon Strength Strength Factor for Nail Pullout Resistance LRFD Load Factors (mode L only) LF for Unit Weight of Water LF for Unit Weight of Soil LF for Surcharge Loads' LF for Seismic Loads LRFD Resistance Factors (mode L only) RF for Soil Cohesion RF for Soil Friction Angle RF for Head Strength RF for Nail Pullout Resistance RF for Nail Tendon Strength 1 1 0.89 0.73 0.67 1 1.35 1.75 1 1 0.75 0.9 0.7 0.9 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 1 Nodal Data Seg. No. Node r 1 Node 1 2 1 Soil ID Pullout Res. ID I Seg. 11 No. Node 1 1 Node I 2 n res. I II i i I I--1 N M C' U) lD I� CO 01 r-1 i Node NoIX -Value Y -Value Node No X-Value Y- Value llNode ILLLIiii No X- Value1Y- Value -0.1 1 18 20 _ l .1=.. 41. 1.4 WW LA) WW Lc) W tfl.G W Nl --'OlD N J 01 CFI etaW N 1-• ii 0 f I i 58 120 I 11 CO C V M c N N C 1 I II 1 I II 1 ! f II II Wall Segment Data Seg. No. Node r 1 Node 1 2 1 Soil ID Pullout Res. ID I Seg. 11 No. Node 1 1 Node I 2 Soil OPullout1 ID ' I res. I II i i I I--1 N M C' U) lD I� CO 01 r-1 1 • 11 II 11 i i I 1 0 I r-1 N M C' N CON W al I-1 .- .-4 r-1 .--1 1-1 .--1 r-1 '-I N II , — — Surface Segment Data Seg. No. Node 1 Node 2 Soil ID (ii Seg. 1 No. Node g o ' 1 Node 2 Soil it ID I 1-1 NM V' N tD N CO 01O r♦ N M M C' r1 r r 1 2 13 14 15 '16 17 18 19 '20 1I u II i 1 1 1 1 1 Input File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gni This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 2 Soil Strength & Pullout Resist. Data Material ID No. c o : Unit Weight Pullout Res. r N Cr) TI' t!) l0 N CO 01 0 r1 N 0) d' r--I ri r♦ ri r-4 0 II 31 125 4000 Surcharge Pressure Data Load No X -value Vert. Horiz. r-I N C) N W C 0 r-1 50 250 0 Internal Segment Data Seg. No. Node 1 i Node 2 I Soil ID Pullout Res. ID, Seg. No. Node 1 Node 2 Soil ID Pullout Res. ID O r-1 N 01 V' u•) l0 N CO ON r-4 r-I N M Cr Li) VD I- CO 0)0 r--1 ri ri r r r♦ r-1 ri vi CV Input File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 3 Yia■W+ 4:i i.WGispefvi Nail Data Nail Depth Nail Length Tendon Strength Head Strength Fixed Nail? Nail Row 1 I I I C4 N N r-1 24 95300 1 40000 Nail Row 2 24 95300 40000 Nail Row 3 20 95300 f 40000 Nail Row 4 15 59300 40000 Nail Row 5 1 Nail Row 6 i Nail Row 7 I Nail Row 8 Nail Row 9 Nail Row 10 Nail Row 11 Nail Row 12 Nail Row 13 Nail Row 14 Nail Row 15 i f 1 Horiz. Spacing 6 Nail Declination 15 Input File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gni GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 4 Design Data II II Nail Head Factor = 1.00 for circle no 269 Nail Length Factor = 0.93 for circle no 79 Wall Height = Wall Slope = Nail No. Circle No Required Nail Tendon Strength Circle I I Base Angle I r 1 2 3 4 35 48 48 63 55170.00 57620.27 50234.40 42230.94 Moment Ratio I Nail No. Circle No Required Nail Length N 86.74 I 85.30 83.87 84.10 I 82.67 I 81.23 I 79.80 I 78.37 81.27 7 9.8 I 76.97 75.54 74.10 72.67 78.30 76.87 I 75.43 I 72. 00 57 71.13 69.70 68.26 66.83 75.18 73.75 72.31 I 70.88 69.45 68.01 I 66.58 65.14 63.71 I 62.28 II 1 2 3 4 I - 550.03 -11.52 -0.96 - 1013.27 -29.31 -10.03 -3.43 -0.09 - 1515.18 -48.60 -19.85 -10.01 -5.04 -2.03 -0.01 - 2050.43 -69.16 II -30.33 -17.03 -6.25 I -3.53 -1.57 -0.10 II - 2624.96 I -91.23 -41.57 -24.57 -15.98 II -10.78 -7.30 -4.80 I -2.92 II -1.45 II -0.27 I 22.29 22.29 18.58 13.93 0 II Output Data II II Wall Height = Wall Slope = 20.00 89.71 Circle Number Circle X- Intercept H Circle I I Base Angle I I Circle X- Center I II ii Circle Y- Center Moment Ratio I II Force Req'd/ Unit Wall Length II 4.02 I I W W W W W W N N N.) N N.) N N.) N N N r r r r r r r r r r Ut .a W NJ O tO � Jdl Cn. W NJ r O W Nr O .D CO -.3 Cri Ut (,.I NIr 1.02 1.02 1.02 1.95 1.95 1.95 1.95 1.95 2.95 2.95 2.95 I I 2.95 2.95 2.95 4.02 I 4.02 II 4.02 4.02 � I 4.02 I 4 I 4.02 I 5.17 I 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 5.17 N 86.74 I 85.30 83.87 84.10 I 82.67 I 81.23 I 79.80 I 78.37 81.27 7 9.8 I 76.97 75.54 74.10 72.67 78.30 76.87 I 75.43 I 72. 00 57 71.13 69.70 68.26 66.83 75.18 73.75 72.31 I 70.88 69.45 68.01 I 66.58 65.14 63.71 I 62.28 II - 9999.54 I - 383.72 I - 195.27 I - 9999.07 I - 383.26 -194.81 I - 130.28 I -97.66 I I - 9998.57 I - 382.76 I - -194.30 129.78 I -97.16 I I -77.45 II -64.23 - 9998.04 - 382.22 I - 193.77 I - 1 86.62 -96.62 -76.91 I -63.70 I -54.22 -47.07 - 9997.46 - 381.65 - 193.19 - 128.67 I -96.05 -76.34 -63.12 -53.64 I -46.50 I I -40.92 -36.43 I - 550.03 -11.52 -0.96 - 1013.27 -29.31 -10.03 -3.43 -0.09 - 1515.18 -48.60 -19.85 -10.01 -5.04 -2.03 -0.01 - 2050.43 -69.16 II -30.33 -17.03 -6.25 I -3.53 -1.57 -0.10 II - 2624.96 I -91.23 -41.57 -24.57 -15.98 II -10.78 -7.30 -4.80 I -2.92 II -1.45 II -0.27 I I I I I I I I I II II I 1.000 I 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I 1.000 1.000 1.000 1.000 1.000 I 0.999 1.000 1.000 1.000 1.000 (I 1.000 I 1.000 II 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 6476.07 7377.91 8295.31 9920.71 I 1382.62 I 12152.15 12843.74 12301.10 12887.16 13470.45 14066.30 I 14714.08 15254.22 I 15774.23 I 13928.08 I 14399.15 15814.60 16316.35 16787.46 17191.65 17575.60 15028.00 I 15400.36 15762.27 I 16119.50 II I 16482.36 II 16856.93 17265.70 1 17687.04 I 18003.58 I I 18303.51 I 18578.98 I q Output File: P:\ PROJECTS \2003 \033- 1552 \5x6 - seis- int.gnd GoldNail 3.11 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 1 Output Data Wall Height Wall Slope = = 20.00 89.71 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length II II I tO N O O) 0 .-1 N In v to lO c-- O.--I N CHIC N VONOOcnO. -ocvcn C I!) 10 N m C) O r1 N P7 Q' U'I kO N co cn O N fn C' tf) 10 N co Ol O.--+ NM CO CO r) CO .4* C C' v' V'vCQ'CC' ill u) to to to if) to to to t!) W W VD 1010 t0 t0 l0 W N N N N N N N N N N W CO OD OD m m CO CO CO O01 01 01 01 II !I li 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 6.41 7.77 7.77 I 7.77 7.77 7.77 7.77 7.77 7.77 7.77 7.77 II .7.77 7.77 7.77 7.77 I 7.77 II 9.26 I 9.26 I 9.26 II 9.26 9.26 9.26 I 9.26 I 9.26 II 9.26 9.26 9.26 9.26 9.26 9.26 9.26 9.26 9.26 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 1 I I I II II I I I I II I I 71.91 I 70.47 69.04 67.60 66.17 II 64.74 I 63.30 61.87 60.44 59.00 57.57 56.13 I 54.70 68.47 67.03 65.60 64.17 62.73 61.30 59.86 58.43 II 57.00 I 55.56 54.13 52.70 51.26 49.83 48.39 64.86 63.42 61.99 60.55 59.12 57.69 56.25 54.82 53.39 51.95 49.09 47.65 46.22 44.78 43.35 41.92 40.48 61.06 59.63 58.20 56.76 55.33 53.90 52.46 51.03 49.59 48.16 96.73 45.29 - 9996.84 - 381.03 - 192.57 - - -95.43 -75.71 -62.50 -53.02 I -45.88 -40.29 I -35.81 -32.12 -29.03 - 9996.16 - 380.35 �I I - 191.90 - 127.37 -94.75 I -75.04 I I -61.83 -52.34 -45.20 -39.62 I -35.13 -31.44 -28.35 -25.72 -23.45 - 9995.42 - 379.60 - 191.15 - 126.62 -94.00 -74.29 I -61.08 II -51.60 II -38.87 -30.69 -27.60 -24.97 -22.70 -20.72 -18.98 -17.43 -9994.58 - 378.77 - 190.31 - 125.79 -93.17 -73.46 -60.24 -50.76 -43.62 I -38.03 I -33.55 II -29.86 - 3246.31 - 115.10 -53.74 -22.10 -15.68 -11.38 -8.29 -5.97 -4.15 -2.69 -1.49 -0.48 - 3924.22 - 141.15 -67.00 -41.62 -28.78 -21.03 -15.83 -12.10 -9.29 -7.09 II -5.33 -3.88 -2.66 I -1.63 -0.73 I - 4671.50 - 169.86 -81.63 -51.42 II -36.15 -26.92 1 -20.74 -16.30 -10.34 , -6.51 II -5.07 I -3.83 -2.77 -1.85 -1.03 I -0.31 - 5505.31 - 201.89 -97.95 -62.36 -44.37 I -33.50 -26.21 , -20.98 I -17.04 I -13.96 I -11.49 I -9.45 I I I I I I I I I II II 1.000 1.000 1.000 1.000 1.000 1.000 1.000 I 1.000 II 0.999 II 0.999 0.999 0.999 1.000 1.000 1.000 1.000 I 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 I 0.999 I 0.999 0.999 1.000 1.000 I 1.000 I 1.000 I 1.000 I 0.999 I 0.999 II 0.999 II 0.999 0.999 0.999 0.999 0.999 1.000 1.000 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.999 0.999 0.999 0.998 15733.76 16023.79 16300.80 16828.50 17085.87 17350.53 17623.34 17926.90 18233.51 18419.59 18589.05 18734.95 16124.95 16337.74 16535.70 16720.59 16898.27 17067.76 17229.81 17389.34 17555.50 I 17727.46 17916.44 18092.59 18166.46 I 18214.50 I 18249.12 16247.74 16388.20 16515.60 16631.07 16732.63 16823.33 16906.12 16983.20 ' 17 ' 17285.47 I 17369.33 I 17425.40 17391.62 ' 17342.44 .36 I 1717 I 16124.87 I 16203.03 I 16266.25 I1 16316.06 I 16352.96 I 16377.85 16390.38 1 16394.38 II 16403.24 II 16399.41 II 16383.54 I 16363.95 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 2 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gnd This copy of GoldHail licensed to: Sri Srithar; Golder Associates Pty. aa= fSl� RCp', GoldNail 3.11 Page 3 Output Data Wall Height = Wall Slope = 20.00 89.71 Circle Number Circle X- Intercept Circle Base Angle Circle X- Center Circle 1 Y- Center I Moment Ratio Force Req'd/ Unit Wall Length 11 94 95 96 97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 II 129 130 131 132 133 134 I 135 136 137 II 138 I 139 I I 141 140 Il 142 143 144 145 146 147 148 149 150 151 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 10.93 12.82 12.82 12.82 12.82 I 12.82 ( 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 12.82 I 12.82 12.82 II 12.82 II 12.82 I 12.82 12.82 I 14.99 I 14.99 I 14.99 I 14.99 I 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 14.99 I 14.99 14.99 I 14.99 I I 14.99 II 14.99 14.99 14.99 14.99 II 14.99 I I I I I I II I II I I II I I II I 43.86 42.43 40.99 39.56 38.12 36.69 35.26 33.82 32.39 57.08 55.65 54.22 52.78 51.35 49.91 48.48 I 47.05 I 45.61 44.18 42.75 41.31 39.88 38.45 37.01 35.58 34.14 32.71 31.28 29.84 28.41 II 26.98 25.54 52.90 51.47 I 50.04 1I 48.60 I 47.17 I 45.73 I 44.30 I 42.87 I 41.43 I 40.00 38.57 37.13 35.70 34.27 32.83 31.40 29.96 28.53 27.10 25.66 24.23 22.80 21.36 19.93 18.49 17.06 -26.77 -24.14 -21.87 -19.89 I -18.15 I -16.60 I -15.21 -13.96 -12.83 - 9993.64 - 377.83 - 189.37 II - 124.85 -92.22 I -72.51 II -59.30 II -49.82 II I -42.67 II -37.09 -32.60 -28.91 -25.82 -23.19 -20.92 -18.95 I -17.20 I -15.65 II -14.27 II -13.02 I -11.88 I I -10.85 -9.90 - 9992.55 - 376.74 - 188.28 - 123.76 -91.14 -71.42 -58.21 -48.73 -41.59 -36.00 -31.52 -27.83 -24.74 -22.10 I -19.84 I -17.86 I -16.12 -14.57 I -13.18 -11.93 -10.80 -9.76 -8.81 II -7.93 I -7.12 I -6.37 i -7.75 -6.30 -5.05 -3.96 -3.00 -2.14 I -1.38 I -0.69 I -0.06 I - 6449 -238.15 II - 116.42 II I -74.75 -53.68 -40.94 -32.41 -26.29 -21.67 -18.07 -15.17 -12.78 -10.79 -9.09 I -7.62 -6.34 -5.22 -4.22 -3.32 -2.52 I -1.78 I -1.11 -0.50 I - 7536.25 I - 279.92 II - 137.70 II -89.01 I I -64.39 I -49.52 -39.55 -32.39 -27.00 I I -22.79 II I -19.40 -16.62 I -14.28 I -12.30 -10.59 -9.10 -7.78 -6.61 -5.57 -4.62 -3.77 -2.98 -2.27 -1.61 -0.99 -0.42 i 0.998 0.999 0.999 0.999 0.999 0.999 1.000 1.001 1.002 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.998 0.998 0.998 I 0.997 I I 0.997 I 0.998 0.998 0.998 0.998 I 0.999 I 1.000 1.000 1.001 1.001 1.000 1.000 I 1.000 1.000 0.999 0.999 I 0.999 I 0.998 0.998 0.998 � I 0.997 I 0.997 I I 0.997 I 0.997 II 0.997 I 0.997 I 0.996 II 0.997 1 0.997 I 0.997 I 0.996 0.997 I 0.997 II 0.998 I I 1.000 II 0.999 +i 16342.71 16333.78 16315.25 16247.90 16110.84 15957.01 15788.94 15617.81 15418.03 15758.74 15781.68 15788.81 15784.80 15765.12 15730.59 15685.01 I 15627.70 I 15557.23 15477.93 15388.71 15291.19 15183.72 I 15072.94 14971.09 14865.76 14736.31 14554.33 14340.05 14107.96 13835.60 13538.30 I 13222.69 I 15132.17 15100.59 15055.22 14992.50 14917.12 14827.29 14730.66 14615.09 14483.78 14337.66 14183.37 14017.75 I 13850.67 13665.34 I 13470.21 I 13266.38 I 13052.78 I 12830.13 I 12594.71 I 12283.75 I 11942.07 11599.42 11211.34 I 10800.89 II 10407.91 II 9907.95 li !I II II II II II I II II II II II it Output File: P: \PROJECTS \2003 \033- 1552 \5x6 - seis - int.gnd This copy of GoldHail licensed to: Sri Srithar; Golder Associates Pty. aa= fSl� RCp', GoldNail 3.11 Page 3 Output Data Wall Height = 20.00 Wall Slope = 89.71 Circle Number i I Circle X- Intercept 1 Circle Base Angle Circle X- Center I Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length ..11 N M C'U)tD r CO Ol O.-I N m Q' tD N oOOl O r-1N MC'in lD r CO 01 O e-1 NP Q'Ul lD N OD 01 O (NI PI •'U) l0 N CO 01 O N ('1 cr U) lD N CO 0) in in in N U) U) ,n U) tD tD lD lD lD tD lD <D lD r r r r r r r r r r CO O O OD CO CO CO CO CO CO 01 01 01 01 01 01 01 01 01 01 O O O O O O O O O O .--I e-4 1-4 e-4 .-I .4 , r .-4 1-4 .--1 e-1 1-1 e-1 r-I ei e-4 e-1 .--1 1-1 1--I e-I ei ,--1 e-1 ei rl .--I e-♦ e-1 e-1 .-1 .-d e-1 .-1 r-1 .--4 .--4 .--1 .-1 '--1 .--1 N N N N N N N N N N 17.55 1 17.55 I 17.55 j 17.55 17.55 17.55 17.55 17.55 17.55 17.55 I 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 17.55 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 19.74 I I I I I . I I II 48.51 I 47.08 I 45.65 I 44.21 42.78 41.35 39.91 I 38.48 37.04 35.61 34.18 32.74 31.31 29.88 28.44 27.01 25.57 II 24.14 II 22.71 II 21.27 I 19.84 I 18.41 16.97 15.54 14.11 12.67 11.24 9.80 8.37 43.91 42.47 41.04 39.60 38.17 36.74 35.30 33.87 32.44 31.00 29.57 28.14 26.70 25.27 23.83 22.40 20.97 19.53 18.10 16.67 15.23 13.80 12.36 10.93 9.50 8.06 6.63 5.20 3.76 - 9991.27 - 375.46 - 187.00 - 122.48 -89.86 -70.15 -56.93 -47.45 -40.31 -34.73 -30.24 -26.55 -23.46 -20.83 -18.56 I -16.58 I -14.84 I -13.29 I -11.90 I -10.65 I -9.52 I -8.48 I -7.53 I -6.65 I -5.84 -5.09 -4.39 II -3.73 I I I - 9555.99 I - 357.69 - 177.41 II - 115.69 I I -84.48 I -65.63 I -52.99 -43.92 I -37.09 II -31.75 II -27.45 II -23.92 I -20.97 -18.45 -16.28 -14.39 -12.72 - -9.91 -8.72 -7.63 -6.64 -5.73 -4.89 -4.12 I I I -3.40 -2.72 I -2.09 II -1.50 Il - 8814.92 - 329.04 - 162.73 - 105.79 -77.00 -59.60 -47.94 -39.58 -33.27 -28.34 -24.38 -21.13 -18.40 i -16.08 -14.08 -12.33 I -10.79 -9.43 -8.20 -7.10 -6.10 -5.18 -4.35 -3.57 -2.19 -1.57 = -0.99 - 990 - 370.61 - 183.70 - 119.70 -87.34 I -67.79 I -54.69 -45.28 I -38.20 -32.66 -28.21 -24.55 I -21.48 -18.88 -16.63 -14.66 I -12.94 -10.02 II -8.78 I -7.66 -6.63 -5.69 -4.82 I -4.02 -3.27 -2.57 I -1.92 II -1.30 I I I I I I I I I I II II II I II 11 1.000 1.000 II 1.000 l 1.000 I 0.999 I 0.999 0.999 0.998 0.998 0.998 0.997 0.997 0.996 0.996 0.996 I 0.995 I 0.995 0.995 0.995 II 0.994 0.994 0.993 0.992 0.991 1.009 1.009 1.008 1.000 1.000 1.000 1.000 0.999 0.999 0.999 0.999 0.998 0.998 0.997 0.997 0.996 0.995 0.995 0.994 0.993 0.992 0.992 0.991 1.006 1.004 1.004 1.002 1.002 0.999 0.997 0.996 I I I I I I I I I I I I I I I II I I I I II 14203.46 14118.34 14017.90 13909.22 13780.40 13636.60 13478.04 13298.62 13117.61 12911.03 12694.61 12464.53 12213.22 11955.58 11702.68 11415.22 11118.60 10808.06 10482.97 10142.49 9744.57 9296.59 8824.39 8300.57 7806.69 7221.72 6594.58 12743.78 12619.57 12478.03 12320.92 12143.16 11950.41 11745.05 11538.90 11303.93 11053.13 10782.22 10499.13 10188.45 9876.55 9556.22 9205.14 8840.78 805 .30 8056.30 7674.19 7170.42 7096.48 6509.99 5941.08 5309.96 4671.92 3957.42 3211.48 2504.88 II II I I I! Output File: P:\ PROJECTS \2003 \033 - 1552 \5x6 - seis - int.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. 0 GoldNail 3.11 Page 4 Output File: P:\ PROJECTS \2003 \033 - 1552 \5x6 -seis- int.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 5 Output Data Wall Height = 20.00 Wall Slope = 89.71 Circle Number Ii Circle X- Intercept i Circle 1 Base Angle R Circle X- Center i Circle Y- Center Moment Ratio Force Req'd/ Unit Wall Length I I II 210 211 212 213 214 215 i 216 217 218 219 220 221 N 222 N 223 224 225 226 227 228 229 230 231 232 233 234 235 236 237 238 239 240 241 242 l y 243 244 245 246 247 248 249 250 251 252 253 254 255 256 257 258 259 260 261 262 263 264 265 266 267 19.74 19.74 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 22.02 24.61 24.61 24.61 24. 24.61 24.61 24.61 24.61 24.61 1 24.61 1 24.61 24.61 24.61 24.61 24.61 24.61 I 24.61 I 24.61 24.61 27.63 27.63 I 27.63 II 27.63 27.63 27.63 27.63 27.63 27.63 ii 27.63 2.33 0.89 t 39.07 37.63 I 36.20 I 34.77 33.33 31.90 30.46 fi 29.03 27.60 I 26.16 24.73 I 23.30 21.86 20.43 18.99 17.56 16.13 14.69 13.26 11.83 10.39 8.96 7.53 6.09 4.66 3.22 33.99 32.55 31.12 � 28.25 � 26.82 25.38 23.95 22.52 1 21.08 1 19.65 II 18.22 I 16.78 I 15.35 II 13.91 I 12.48 I 11.05 1 9.61 8.18 6.75 7 27.22 25.78 24.35 22.92 21.48 20.05 18.62 17.18 i 15.75 -0.94 -0.41 - 8984.44 - 334.63 - 165.11 - 107.06 -77.72 II -59.99 II -48.10 -39.57 -33.15 -28.13 -24.09 -20.77 -17.99 -15.62 1 -13.58 I -11.80 I -10.24 -8.84 1 -7.60 1 -6.47 -5.45 -4.52 I -3.66 -2.88 -2.15 I -1.47 - 8335.13 -308.44 - 151.13 -70.03 � -53.58 -42.55 -34.64 I -28.67 -24.01 -20.27 -17.19 -14.61 -12.41 I -10.52 -8.87 -7.41 -6.12 -4.96 -3.92 -- 277 -277.95 1- - 134.85 -85.86 -61.09 -46.12 -36.09 -28.89 -23.47 a -19.23 -0.72 -0.18 - 11048.19 ) - 413.87 - 205.46 - 134.10 -98.02 k -76.22 -61.61 -51.12 -43.22 -37.05 -32.09 -28.00 -24.59 -21.68 -19.17 -16.98 -13.34 -11.81 I -10.42 -9.17 I -8.02 -6.97 -6.00 -5.11 -4.27 - 12343.58 -463.02 - 230.18 - 110.15 I -85.79 -57.76 1 -48.93 I -42.03 -36.49 -31.93 -28.11 -24.86 -22.06 -19.61 -17.46 -15.55 -13.83 -12.29 - 5 -520.23 - 258.95 I - 169.49 - 124.27 I -96.94 -78.62 -65.48 1 -55.57 i -47.83 I I I I II I II I i i 0.992 1.001 1.000 1.000 1.000 0.999 0.999 0.999 I 0.999 0.998 0.998 0.997 0.997 0.996 0.995 0.995 I 0.994 I 0.993 1 0.991 0.990 1.005 I 1.003 1.002 1.000 0.998 I 0.995 I 1.000 1.000 1.000 1.b00 I 0.999 0.998 0.998 0.997 0.997 0.997 0.997 0.996 0.996 0.994 0.993 0.992 0.990 1.006 1.000 1.000 1.000 0.999 1.000 1.000 0.999 0.999 0.999 I I I I I I I I 1l I I 1I 1l I I ii 1664.91 1169.60 10648.24 10494.88 10332.87 10148.71 9942.13 9724.24 9478.33 9203.68 8919.42 8609.27 8281.83 7932.43 7560.49 7165.40 6744.73 6323.22 5409.50 4969.13 4957.40 4436.04 3848.98 3221.64 2570.30 1862.88 1091.67 7823.73 7391.78 7153.30 6906.90 6649.36 6306.40 6000.66 5663.49 5305.84 4 949.64 4553.67 4152.96 3704.20 3265.43 2770.00 2255.49 1713.78 1143.52 1019.52 3819.81 3542.53 3245.50 2930.28 2607.34 2256.59 1876.27 1484.59 1072.34 I� �I 1 I it Output File: P:\ PROJECTS \2003 \033 - 1552 \5x6 -seis- int.gnd This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. GoldNail 3.11 Page 5 Output File: P: \PROJECTS \2003 \033- 1552 \5x6 seis int.gnd GoldNail 3.11 Output Data Wall Height = 20.00 Wall Slope = 89.71 Circle Number 268 E 269 Circle X- Intercept 27.63 27.63 Circle Circle Base Angle ; X- Center 14.31 12.88 -15.82 -13.02 Circle Y- Center Moment Ratio -41.61 -36.50 0.998 0.998 Force Req'd/ Unit Wall Length 638.84 183.58 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. Page 6 . wwagvta vyr.*r 'k4*.Ei?'�f:'stit','sata",., If'ii.:7AV/4":,.';:: W:+".rva:.5 i7!: 4'+i'.7 Input File: P: \PROJECTS \2003 \033 -1552 \5x6 - seis - int.gni 10 15 20 25 -5 This copy of GoldNail licensed to: Sri Srithar; Golder Associates Pty. STARFIRE STADIUM RENOVATION I I I 0 5 10 15 20 25 30 35 40 45 Page 1 z • • W 00 Cl) J W O LL a . W = d. W Z = 1- O Z uj M p O N • F.• 111 • W I--- Ii 0 W Z O - O z 7 J APPENDIX B PERMANENT FACING REINFORCEMENT CALCULATIONS AND FOOTING DESIGN Golder Associates Facing Flexure Nailhead Capacity Calculations Facing Flexure Factor, Cr: 1.00 Gross Reinforcement Ratio, Negative Moment, Vertical Direction, PNV 0.13% Gross Reinforcement Ratio, Positive Moment, Vertical Direction, pry 0.13% Gross Reinforcement Ratio, Negative Moment, Horizontal Direction, pNH 0.21% Gross Reinforcement Ratio, Positive Moment, Horizontal Direction, p 0.21% Negative Unit Moment Capacity in Vertical Direction, m " (k- ft/ft) 2.347 Positive Unit Moment Capacity in Vertical Direction, m + v (k- ft/ft) 2.347 Negative Unit Moment Capacity in Horizontal Direction, m-H (k- ft/ft) 3.853 Positive Unit Moment Capacity in Horizontal Direction, m' H (k- ft/ft) 3.853 Nominal Nail Head Strength in Vertical Direction, TFN (k) 45.1 Nominal Nail Flead Strength in l- lo•izontal Direction, 'C FN1.1 (k) 51.4 Design Nail 1-lead Strength, (pTFN (k) 40.6 Geometry & Miscellaneous Input Data Steel Depth, d (in) • • Vertical Nail Spacing, S (ft) 5.00 Horizontal Nail Spacing, S (ft) 6.00 Facing Thickness, t (in) 8.00 Facing Usuage (Temporary, Permanent) Permanent Nail Pattern (Rectangular, Staggered) Rectangular Resistance Factor for Facing Flexure, (I) 0.90 Vertical Bearing Bar Continuity Factor (0 = Cutoff, 1 = Continuous) 1.00 Continuity Factor For All Positive Moment Steel (0 = Cutoff, 1 = Continuous) 1.00 Reinforcement Details Steel Depth, d (in) • • 4.00 Area of a Main Vertical Bar/Wire, AMVI (in 0.120 Main Vertical Bar/Wire Spacing, SMV (in) 12.0 Area of Vertical Bearing Bar Reinforcement, Ava (in 0.00 Area of a Main Horizontal Bar/Wire, AMHt (in 0.120 Main Horizontal Bar/Wire Spacing, s (in) 12.0 Area of Water Bar Reinforcement, AWa (in 0.40 Material Properties Concrete Compressive Strength, f (ksi) 4.0 Main Reinforcement Yield Stress, F (ksi) 60.0 Waler/Vertical Bearing Bar Reinforcement Yield Stress, F (ksi) 60.0 TABLE B -1 8" Permanent Facing w/ Headed Stud Type Connection Flexural Strength Calculations 'Soil Nail Wall Facing Analysis Version 2.00 - 01/13/981 c•-em'R'k'nMm.?F. 9. f �z ;K�?.d'. .... ...... . "'� 1�dFn T1+:�5�'ftxtV9nner.nr.....,„ Geometric and Material Parameters Vertical Nail Spacing, S (ft) Horizontal Nail Spacing, S (ft) Facing Thickness, t (in) 5.00 6.00 8.00 Connection Type (Bearing, Headed Stud) Facing Usuage (Temporary, Permanent) Resistance Factor for Facing Punching Shear, 4s Plate Width, bp (in) Plate Thickness, t (in) . Headed Stud Permanent 1.00 8.00 0.75 Permanent Cover to Plate on Soil Side, Cpl, (in) Headed Stud Embedment Length, LHS (in) Headed Stud Spacing, SHS (in) Grout Column Diameter, Dcc (in) 3.00 3.00 5.00 8.00 Concrete Compressive Strength, f c (ksi) 4.0 Calculations Nail Head Pressure Increase Factor for Punching Shear, C 1.00 Equivalent Cone Depth, h (in) 6.75 Equivalent Top Cone Diameter, D " (in) 5.00 Cone Bottom Diameter, D (in) 18.50 Effective Cone Diameter, D' (in) 11.75 Cone Bottom Area, A (in 268.8 Grout Column Area, Acc (in 50.3 Shear Stress Area, A (in 249.2 Nominal Punching Shear Stress, v (psi) 253.0 Nominal Punching Shear Strength of Facing, VN (k) 63.0 Strength Ratio From Pressure Concentration, TaVN 1.05 Design Nail Head Strength, 4 STFN (k) 66.4 f • I, TABLE B -2 8" Permanent Facing w/ Headed Stud Type Connection Shear Strength Calculations 'Soil Nail Wall Facing Analysis & Design Version 1.10 - 08/05/961 ir 1 re 2 -3 U O 0 J = F— w O u_¢ I Z = F— 0 Z F— • 0 O • N • F- wW u. O Z w 0 o Z Geometric and Material Parameters Headed Stud Diameter, DHS (in) 0.625 Headed Stud Head Diameter, DH (in) 1.250 Headed Stud Head Thickness, t (in) 0.375 Resistance Factor for Headed Stud Tension, (I)HS 1.00 Headed Stud Ultimate Stress, E (ksi) 60.0 Factor accounting for 0.5 headed stud strength factor instead of .67 0.750 Calculations Total Headed Stud Tension Area, AHS (in Design Headed Stud Strength, $HSTFN (k) 1.227 55.2 TABLE B24 8" Permanent Facing Shear Strength Calculations 'Soil Nail Wall Facing Analysis & Design Version 1.10 - 08/05/961 144: '4ilu.w : w.,kFWStw•Lte+c', >.• SUBJECT fr. Pi SOIL. MI-t . cm/14-L - Foomvh c I Job No. O3 3- issa Ref. • ODd Made by /' A4-W1 Checked 2j2/ Reviewed i2/' L Date GJ'zo jo 3 Sheet of 0111 , I. • Golder Associates 616000.1110/63355 Pis/67A./ a t. r, 6 Ewe_ " I� - au I Q/tIA/4/L. mb4,-L -- - -- -- — u Z-e:s' - 7 fr1 kNFS5$ 11 B ,P5F l - - - roc % T ____ — - -- 7G+4l 2- a9( /I I So (?c _.. Q; 11 I ) 4006 A. I, r it.. t NJ 6 1= se Eerscrl _g .'. ' coonMF w 1' rh a' ,, GceI5 g -(Nb ,A000 It iz+ 7 M me. we a ouo�,-.n _ - ci_lb 71-1 L 'K-iP Jai li ,I _ ■ . - -- £ 1.1 A it i F - t..- /G-1- _.._. -IIii_ � .. 000 Ps?' cat _ d HEc- EcGE ..f nut. O, /EAZ r'( .,/ (6 u ti- .cl g 2.. 4 t 0, c . I M = I Q-; 1 — d' 2..a f_4( ) - 1 ' + 1 6 a) - a 2 ct. - 0 0.5%6C ID — g i a l Dig 14) 4- ) 40.8 k:- p 4 1 I ‘ 4 - ‘‘,/; 1 _ 1 1 ; � � i 0111 , I. • Golder Associates 616000.1110/63355 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ?3:30 4257460$60 EARTH CONSULTANTS PAGE 02 Earth Consultants, Inc. (;c,trr:In1K' 11 EI1pjfl('( r (hY 4 k.111sIs & IJ'I"Ircmrtxnnlal Ricans rrn5111 n inn Tcsilno, & I( 31() ! \I': \I in ins rco nl scrvires ber20, 2003 Startire Sports V-0 Fort Dent Way villa, Washington 98188 Mr. Christopher Slatt ;.:;ear iv,r. Slatt: ;,:c. 9. Adams ction Services Manager Final Letter Special Inspection and Testing Grandstand and Maintenance Building • -7 7 rdance with your request and authorization, Earth Consultants, Inc. (ECI) has performed testing and inspection services for the above referenced project. The special inspection c: *ct was: Auger Cast Piling Reinforced Concrete Structural Steel Welding (;Ity of Seattle, DCLU , ention: Quality Control Section • High Strength Bolting • Epoxy Bolting • Shotcrete . :ile best of our knowledge, all reinforced concrete work that ECI was scheduled on -site to verify, has been found to be in general accordance with the approved plans and specifications, rid Chapter 17 of the 1997 Uniform Building Code. ' e any questions or if we can be of further assistance, please do not hesitate to contact at (425) 643 -3780. 1: tfully submitted, C: »JSULTANTS, INC. Kyle Campbell, P.E. Principal Engineer A 3 - 1 1;3 1:,sta1) is c`(I t97S M -10675 RECEIVED APR - 2 ' 74 DEP ARTMENT 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739.6670 12:18 : = : )er 20, 2003 4257460860 EARTH CONSULTANTS Earth Consultants, Inc (;cfncxhmk'I%I riigIrx•cr.' (. ks I ISYv F.rwvIrtxlnx'ntd tid(IltLqS n vlrlK1k n Trsting R I(7 ); ■%'AIO Inyrrllon !:crvl(XI; $ports x:840 Fort Dent Way Tukwilei, Washington 98188 Mr, Steve Beck Final Letter Geotechnical Services During Construction Starfire Sports Athletic Center 6840 Fort Dent Way Tukwila, Washington )rdance with your request, Earth Consultants, Inc. (ECI) provided geotechnical :: on and construction monitoring services at the subject site. Our geotechnical ; were provided between the months of July 2003, and November 2003, and included .; and part -time observations during the augercast pile installation and soil nail wall ,onstruction. Compaction testing of backfill soils, and proofrolling of foundation and naveme)nt subgrade areas were also performed. :.. )n our observations, the augercast pile and soil nail wall installations were completed ance with our geotechnical recommendations. Passing density test results in - cordcince with the project specifications were recorded in the backfill and subgrade areas. =o:,ndation soils for building and retaining walls supported on conventional foundations )ssrved to be suitable for foundation support. Installation of subsurface drainage was :�ved by ECI. s:sd )n our observations and testing, to the best of our knowledge, the earthwork was ^plated in accordance with our geotechnical recommendations and the approved plans. 180 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 543.3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 3=2(93 Established 1073 E- 10675 -1 RECEIVED APR - 2 2004 DEPARTMENT PAGE 02 20/20e3 12:18 4257460860 EARTH CONSULTANTS Sports e. 20, 2003 PAGE 03 40�J v20) PR- 10675 -1 Page 2 ' trust this final letter meets the geotechnical requirements for the final inspection. If you . any questions, or if additional information is required, please call. •..;iy submitted, CONSULTANTS, INC. r d A. Coglas, P.E. e:anager of Geotechnical Services 2.elaz Earth Coneultanta, Inc. ai.1t_b igil;(4 ;..t.c ::csS:.siiar ::Na:c: -wad' RECEIVED APR - 2 2004 DEPARTMENT Copies No. of Reports Description 1 each Observation Report(s) Dated 1 each 1 Strength Report(s) Dated 4/5/04 ,.. Letter of Transmittal TO: Starfire Sports 6840 Fort Dent Way, Suite 125 Tukwila, Washington 98188 ATTENTION: Mr. Christopher Slatt cc: 1. SD Deacon 2. City of Tukwila 3. Engineers Northwest 4. Glacier Northwest - FAX ONLY ,'; REMARKS: If you have any questions, please call. Earth Consultants Inc. GeotechnlcalInKinccrs ,acolo } jsts&l nvtronmentnlSclentists 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1- 888 - 739 -6670 CotAM PME T De DATE: DATE: April 6, 2004 JOB NO.: M -10675 WE ARE SENDING YOU: ® Attached ❑ Under Separate Cover Via: THE FOLLOWING: ® Field Reports ❑ Reports ❑ Preliminary Drafts ❑ Test Results Z Per Your Request ❑ PROJECT: Starfire Sports THESE ARE TRANSMITTED FOR YOUR: • Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution ❑ ❑ Thank You! ATTN. Mr. David Rica ATTN. Mr. Bill Rambo ATTN. Mr. Robert Raichle ATTN. Paul - 206 -764 -3015 BY Don Miller /gp APR 06 2004 .,. _:•.;�:'s�1�:y `�s�:.dcS.`.F`Xr:.. ise: ��r� ,}r.'.£trn:�iati:��':sw':.�':; 1 Earth Consultants, Inc. Compressive Strength Report Established 1975 Client: Starf ire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Attn: Mr. Christopher Slatt Project: Starf ire Sports Contractor: Technician: Rory Bosma Project No: M-10675 Report No: 5397 Report Date: 4/5/04 Mix Design Specifications Mix I.D.: 3230 Cement, lbs.: 517 Fly Ash, lbs.: • Coarse Aggregate, lbs.: 13/4 1795 W Coarse Aggregate, lbs.: � 2 Sand, lbs.: 1394 Water, lbs.: 250 Admixtures, lbs.: 18oz WRA AEA, oz /cwt: 1.0 oz /cwt Material: Concrete Design Strength at 28 days 3000 psi Date Received: 3/4/2004 Material Supplier: Glacier Delivery Ticket No.: 526025 Truck No.: 207 Sample Date: 3-3-04 Sample Time: 9 : 00 Comments: Test: Slump, in. Result: Specification: 3" 4" Air Content, % Placement Area: Stairs at east and west ends Material Ambient Temperature, °F Temperature, °F 56 40 -80 of stadium 40 Plastic Unit Weight, pcf CO LY M Specimen 5397 -1 5397 -2 5397 -3 5397 -4 Test Date 3/10/ 3/31/04 3/31/04 Age 7 28 28 H Load 33330 42990 42700 Diameter 4.00 3.99 3.99 Area 12.57 12.50 12.50 Strength 2650 3440 3420 Percent of Design 115% 114% Type of Fracture Comments: Distribution: Reviewed by: A Cone TYPES OF FRACTURES B C D E Cone & Cone 8 Shear Columnar Split Shear Don Miller Laboratory Supervisor ri.xr.:• , Copies No. of Reports Description 1 each 2 Observation Report(s) Dated 3/1 and 3/3/04 1 each Strength Report(s) Dated Letter of Transmittal TO: Starfire Sports 6840 Fort Dent Way, Suite 125 ATTENTION: Mr. Christopher Slatt cc: 1. SD Deacon 2. City of Tukwila 3. Engineers Northwest 4. Glacier Northwest - FAX ONLY REMARKS: If you have any questions, please call. Earth Consultants Inc. Gcotechnlcal Engineers, Geologists & Environmental Scientists 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1 -888- 739 -6670 "pt, CI DATE: March 8, 2004 JOB NO.: M -10675 Tukwila, Washington 98188 PROJECT: Starfire Sports WE ARE SENDING YOU: Z Attached ❑ Under Separate Cover Via: THE FOLLOWING: ® Field Reports ❑ Reports ❑ Preliminary Drafts ❑ Test Results ® Per Your Request ❑ THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution ❑ ❑ Thank You! ATTN. Mr. David Rica ATTN. Mr. Bill Rambo ATTN. Mr. Robert Raichle ATTN. Paul - 206 - 764 -3015 BY Don Miller /gp FAXED MAR 0 8 2004 z • 6 6 0 00 N w= J i- U W o 2 J u_ < cn w z F- 1- 0 z h- W W U ca 0— 0 E- w W I- - o ui 0- 0 ~ z W& 4957 Earth Consultants, Inc 0 Gcotochnlnl Engineers, GmbWsts & titt1n)flmattal Scientists Constnictbn Tmstlnit 8 ICDD / WAD° ln-spocIlon S••Iccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 ' DAILY OBSERVATION REPORT Job No. M/O 6 7S Contractor Sly AeleaeGert Inspec Page of Date I Day of Week 3 -/- o y jAgoAVAly Permit No. Project Nfame 40- veal v.4 atLre.'re &-r s-•.* ,e •Wrarc si t -s OW K t..e4 r.+�e• ez .P� "al'sb S �� as a 4r� O ,t .ta i( 0 sO 9770 0 76 Pvc,• bv, er, P ash 0401 o/ WW ' 13 tq Gtire.'t•' . " , ti, -s �fA �. /4. ems( Ae use, ^�,.s• v isa s�T #6, o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: L %4 l' 4 Date: 3 Name: ATry AS/44.0■._ Signature: A:1 7;44P -Zi:'. la.ser}l''l.`{ i • 4 'L 5397 Earth Consultants, Inc Gcrnalutk ill I]I{(It C. k)J(ISIS & IJI \1RM1111(11181 Stic)1ttsIs Crnl stntctkrl Testing & IC1101 \% IM) Ii xx Ikoi S r ices 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. __4fr" ' T.S' Contractor P ro ec NSme I nspect P ro ect N me - �7W� l� 'G �•D�S Placement Area: Total Quantity of Pour: UZ (cubic yards) Approved Mix Design Available? Yes No Mix Design: 3 a3fl Per Project Plans and Specifications, 28 Day Strength of Concrete: 3Gt,t7 Method of Consolidation: Footings Placement location gridlines): , ' .pk44 Method of Discharge: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: 6'0 Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG 6ucierA Pump: Other: Yes: Yes: Yes: Yes: Yes: Number of Sets Cast: 1 Walls No: No: No: No: No: Comments: its-• o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: ,11911 6 1-G/%G4r Date: 4.3-- J = v y Page of Date Day of Week 3: -3-3-,ace Permit No. Sew -geS 839 Rh1Y+AiiraTkiiir 17014 Letter of RECEIVED ►DECr 05 4 I Transmittal zoo3 o COMMUNITY MENT TO: Starfire Sports 3. 4. 6840 Fort Dent Way Tukwila, Washington 98188 ATTENTION: Mr. Steve Beck WE ARE SENDING YOU: ❑ Attached ❑ Under Separate Cover Via: THE FOLLOWING: ❑ Field Reports ❑ Reports ❑ Preliminary Drafts ❑ Test Results ® Per Your Request ❑ REMARKS: If you have any questions please call our office. cc: 1. S.D. Deacon 2. City of Tukwila ar'S. a',, ATTN. ATTN. Earth Consultants Inc. Geotecilnlcnl Engineers. Geologists& Ernironrncnull Scientists 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 746 -0860 Toll Free: 1- 888 - 739 -6670 DATE: December 3, 2003 JOB NO.: E- 10675 -1 PROJECT: Starfire Sports Grandstand Copies 1 Date Description 12/3/03 Revised Final Letter THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ Distribution ❑ ❑ ATTN. Mr. Dave Rice (Fax Only) ATTN. Mr. Dave Larson ZM 1 7fiX.T" a- •pY.•T .rya. !"YR Thank you! BY Raymond A. Coglas, P.E. /gp rrsr.s�r�w.aa November 26, 2003 Revised December 3, 2003 E- 10675 -1 Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Attention: Subject: Reference: Dear Mr. Beck: Earth Consultants, Inc. Gcnu•cIlnicallii irn•ct:ti(;eolu);ists&I si ircnlnu•ntatScientists If)7 i (Xnlstructl(l Testing 1(11() wAIR In k'UtlnllServices Mr. Steve Beck Revised Final Letter Geotechnical Services During Construction Starfire Sports Grandstand — Permit D03 -0 6840 Fort Dent Way Tukwila, Washington Bergquist Engineering Services Subsurface Exploration and Engineering Evaluation Proposed Grandstand Renovation Project No. 200301, dated February 19, 2003 In accordance with the request of Mr. Dave Larson of the City of Tukwila, Earth Consultants, Inc. (ECI) has prepared this final letter addressing our geotechnical services during the construction of the Grandstand. Our geotechnical and construction monitoring services for the Grandstand construction were provided primarily during July and August 2003. Our services included full -time and part -time observations during the augercast pile installation and soil nail wall construction. Based on our observations, the augercast pile and soil nail wall installations for the Grandstand area were completed in accordance with our geotechnical recommendations and the approved plans. Additionally, based on our review of the referenced geotechnical study completed by Bergquist Engineering, it is our opinion the foundation construction was completed in general accordance with the recommendations provided in the geotechnical study. 1805 136th Place N.E., Suite 201, Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739 -6670 /)L. Starfire Sports November 26, 2003 Revised December 3, 2003 We trust this final letter meets the geotechnical requirements for the final inspection. If you have any questions, or if additional information is required, please call. Respectfully submitted, EARTH CONSULTANTS, INC. r-, A • C 1 2_,c( -2-007 11 Raymond A. Coglas, P.E. Manager of Geotechnical Services RAC /csm cc: S.D. Deacon Attention: Mr. Dave Rice City of Tukwila Attention: Mr. Dave Larson t L � � 1 cl_, Earth Consultants, Inc. E- 10675 -1 Page 2 11/25/2003 15:34 4257460860 FAx NUMBER: u?.s c. FROM: \` SUBJECT: CC: 1. L EARTH CONSULTANTS PAGE 01 3 - 6,=';f3 Earth Consultants Inc. r,caurlmlral Engineer.&, Cgeologists & Envlronmcntal Srlrmists Reference: 1.0% ^ Date: % t 2• 103 FAX COVER SHEET FAX TO: cs. Se 2 NUMBER OF PAGES INCLUDING COVER SHEET: -6 If you have any questions, please call (425) 643 -3780 Our FAX number is (425) 74- 608-60 c Sc ( 4 4 f - 6 6 2. 1805 -136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 ,••. -'* l+ �r-`• isi`, 7:iF.'4ibtti.:��i�.A�y�;;is�o?s 11/25/2003 15:34 4257460860 Communication Record Phone In Phone Out ❑ File Name(Owner) Starfite Sports Person: D ave Rice Subject Grandstand Aueercast Piles Please call If additional information is required. Ray Coglas. P.E. Distribution ® 1. City of Tukwila, Attn. Dave Larson ❑ 2. ❑ 3. Firm: SD Deacon EARTH CONSULTANTS Meeting Prospective Job CT Past Job Cr Current Job ® r Administrative Q Marketing ❑ Earth Consultants Inc. ceotechnlcal Englnoors, Goologisrs a. Earth Sclonti 1805 -136'" Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 843.37801 Fax: (425) 746.0860 Toll Free 1. 888434.6670 Phone No.: Route To Remarks: Dave - Please see the attached field reports for the Grandstand augercast piles. Based on our observations, the piles were installed in accordance with our recommendations and the approved plans. Our final letter dated November 20, 2003 Included the augercast piles for both the Athletic Center and the Grandstand. FAX (206) 431 -3665 FAX FAX Attachments: Field Reports - Grandstand Augercast Piles, Rpts. (13989, 3990, 3991, and 3992 Job No. 10675-1 PAGE 02 Datefrime 11 -25-03 By Ray Colas Fax No.: (425) 454-4882 11/25/2003 15:34 4257460860 Earth Consultants, Inc. 1 2763 N.E. 15th Place, Bellevue;,, WA 98005 Telephone (420) 643 FAX (425) 688.3729 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Footings Placement location (gridlines): i* s Total Quality of Pour. 3 Approved Mix Design Available? 'Yes ade.t. s EARTH CONSULTANTS PAGE 03 Job No. /o6 7s Contractor $0 Deacp/l Inspec Project Name Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Discharge: Direct: telLD"p� -- Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: _ 6 Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steely to Have Proper Spacing: Page Date 7— / 6 - 03 Permit No. 3989 o&: - c Day of Week Tilt -up Panels SOG Walls ,Z3/ ms's r /// d /� � �� 7 / .473_ (cubic yards) No Mix Design: 3:66 7 Other: Number of Sets Cast: / Method of Consolidation: Yes : Yes: x Yes: 7.e' Yes: Yes: _2,60 "o r No: No: No: No: No: Compents: '�i a�'f� �a�f.� or,d4 mri,r /{ /,4 9 � eiccV 7445se c DS vy-7 !✓'tfVaMar.Y.! To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: ikeK yeifl Date:? - a 2--03 11/25/2003 15:34 4257460860 Placement Area: Earth Consultants, .Inc. 1 2763 N.E. I 51h Place. eellcvuOO, WA 08005 Telephone (425) 643'3780 FAX (425) 688:3729 REINFORCED CONCRETE OBSERVATION REPORT Footings Placement location (gridlines): z ,mss /4 6 , /s (! , /a a / /, // q iii Total Quality of Pour. Approved Mix Design Available? '' Yes Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: �c �/ - ea<s7 Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: ® Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steely to Have Proper Spacing: Comments: Al, Q "`�� 02 V ' cs.,D o s e.444 ' e..tati Date :J - LA -G 3 EARTH CONSULTANTS Job No. / WOO 7.S Contractor Pct N me Tilt -up Panels SOG (cubic yards) No Mix Design: '?' JO't9 0 ' Number of Sets Cast: / Yes: > Yes: Yes: Yes: Yes: c v -t,slo _»cod . . 1--tLer,/ coy_S' 7 4f 3? ie 1A/or,�. eta o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other p. Reviewed By: AA. Signature: ;i °: a:,:;4t aLValtr^ nn Page / Walls No: No: No: No: No: 3990 Date -/7- 0 3 Permit No, /J �3 - o93 PAGE 04 Day or Week Other: 11/25/2003 15:34 4257460860 EARTH CONSULTANTS 3991 PAGE 05 Earth Consultants, Inc. 1 2763 N.E. 15th Placc, Bellevue, WA 98005 Telephone (425) 643.3780 FAX (425) 688.3729 REINFORCED CONCRETE OBSERVATION REPORT Job No. M / Contractor 5.e/ DeetCe7/ 124, Project N m e Placement Area: Footings Placement location (gridllnes): 07 CS` / Total Quality of Pour: - p Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties; Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steely to Have Proper Spacing: Tilt -up Panels SOG (cubic yards) Approved Mix Design Available? X Yes No Mix Design: a' 3 66 9 Per Project Plans and Specifications, 28 Day Strength of Concrete: SK?t9fl/ Method of Consolidation: - ceisa Method of Discharge: Direct: Other Numbers of Cylinders Cast per Set: 9 Number of Sets Cast: Grades for Reinforcing Steel: GL Yes: Yes : Yes: Yes: Yes: Walls 2ti 62e1 ((4" /A.5 !a 9 No: No: No: No: No: Comments: " .3jk/ ' V ' pf fir. �t/ / /),A 47 , a ifje �♦ r ag(s.Por ,-Pi .v3ec_r e ?To the best of my knowledge, the work described above complies with approved plans and specifications. [,7 Other Reviewed By:_ gm._ Re./.14 Date: 7 -12 -0 3 Page of Date 7 -1& ° Day of Week Permit No. 9 3 11/25/2003 15:34 4257460860 EARTH CONSULTANTS 92V�7NA, 5+, t •'?..ta7.Ht;lt �t�u+:7.h ^.AY ^7FY!;.. h1N, Wh71��[nW�^n- ..rux.»,rr;:� -r 3992 PAGE 06 Earth Consultants, Inc. 1 2763 N.G. 1 5Th Place. Bellevue, wA 98005 Telephone (425) 643:3780 FAX (425) 688.3729 REINFORCED CONCRETE OBSERVATION REPORT Job No. /06 Contractor Inspector P Page of Date 7i? /- Day of Week 4419N Permit No. 1�a3 -O 1 13 Protect ame s -s " Placement Area: Placement location (gridlines): A # :,O / /09, /06, Or d /07, Total Quality of Pour: Footings Approved Mix Design Available? 7 Yes No Mix Design: -6.3 66 9 Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: a,�tgef c- Method of Discharge: Direct: Numbers of Cylinders Cast per Set: 4" Grades for Reinforcing Steel: 6 Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steely to Have Proper Spacing: Tilt -up Panels SOG (cubic yards) Walls Yes: ?<" Yes: '7C' Yes: .7c Yes: x Yes: 7c. Other: Number of Sets Cast: No: No: No: No: No: o the best of my knowledge, the work described above complies with approved plans and specifications. o Other CCYY _�d�� Reviewed By: 89t. Date: Name: Signature: • rr,.;, m it` 9tur xzr� »Yt,•nmGS;htF�p�nitaa"trs. gl '�N �:,k wn. ie�.. .lo.::.a:iii�i■�:r"Gr�`�.iif�;, Sent 'by: JetFax M920 24045; 06/25/03 4 :50PM; JetFax#11 ; Page 1/4 Please deliver tho t011owingpage(s) Front: 123 Frank Stautl; Project Manag:a ❑ Scott Evans, Superintendent ❑ Jason Wynecoop, Project Eagint ❑ Toni Romberg, Project Assisratu Project Name: Startiire Sports- Tukwila • ARCHITECT STRUCTURAL Carlson Architects Attn: Jim Hanford Fax: 206 -728 -4661 ❑ OWNER Starfire Sports Attic: Steve Beck FAX: 206 - 5226698 ❑ CONTRACTOR— SITE Frank Stauff- PM Scott Evans- Supt. Jason Wynecoop- PE TEL: 206 -243 -6604 FAX: 206 -243 -3476 Nlrtio e: cc; OTHER Engineers Northwest Attn: Allen Tucker Fax: 206- 522 -6698 El Civil Bruce Dees & Associates Attn: Jud Youell FAX; 253 -627 -6661 Date; �.._ - 612M)3 Gam �a 1 i 1/4(05 S.D. Deacon Project No: 505 ❑ AU. SUI3CANTRACI'0RS 8 ❑ Bellevue Mechanical, Inc. Ceccnnti, Inc, ICulchin Foundation Drilling McDowell Northwest. Inc. Masco Lighting SeaCon Selkirk Electric Inc. Sport Tcch TJC Surveying FAX# 4 uz/to3Oc 13 2J.�urr� 40 vL c��t' ccv&o vLat 425.453.2142 1-253-537-6943 425- 222 -6433 425-25 I -8628 1- 503.682 -4S39 425. 837 -1585 425 -888 -3377 1- 360- 66R -3790 1- 360 - 802 -23(* TOTALNUN1BElt OF PAGES SENT (INCLUDING FAX'TRANSMTn �._.. ,... _._�.. —.. —. ( ( f you d i d not toceive all pages. please contact this Q j)ice immediately.) 06/25/03 WED 16:46 [TX /1X NO 5621] Sent. by: JetFax M920 24045; 06/25/03 4:51 PM; jetfeA_. #1 1 ; Page 2/4 1 C , O `r Carlson Architects 2111 Third Avenue Seattle, WA 98121 ATTENTION Jim Hanford CONSULTANT INVOLVED: Engineers Northwest 6869 Woodlawn Ave NE Seattle, WA 98115 ATTENTION Allen Tucker 1) The grandstand foundation plan calls out for 18" & 36" augercast piles to be used. After consulting with the augercast subcontractor it has been decieded that there would be a cost savings to substitute the 18" & 36" for a 24" augercast piling. With this being stated, please provide a new detail on the grandstand foundation plan showing the new layout of the 24" augercast piles. GENERAL CONTRACTOR TO AVOID A DELAY, REPLY REQUIRED BY 6/26/2003 REQUEST FOR INFORMATION RFI No. DATE: EWO No. SDD JOB NO. 505 ARCH /OWNER JOB NO. PROJECT Starfire Sports Soccer Complex SUBJECT Grandstand Foundation Plan SPEC SECTION /DRAWING NO. /DETAIL Starfire Stadium Enhancements S1 - Grandstand Foundation Plan RESPOND TO: Any Changes to the Contract Drawings & Specifications may cause cost changes. REPLY COPY TO: BY FIRM SD DEACON CORP OF WASHINGTON 1745 114th AVE SE, STE 120 BELLEVUE, WA 98004 (425) 454- FAX (425) 454.4882 06/25/03 WED 16 :46 (TX /RX NO 5621] 5.6k i rm%e•NO"%"", 24 AUGERCAST PILE TYP USE 32'-0" LENGTH FOR P3 49'-0" LENGTH FOR P4. i kalma.."~ * TYP 50'-0" NEW CONC. SLAB B— 4(' P4 r 132— ......— :Ay-. ....e.,•--- • . • A-2I 1 Typ. 5.6k tun NI n /rn) 244'-0" 44'-0" (MBS FRAME BM M.044A t.n 41YAW AV.VA 1Ero 50 TON AUGEKAST PILE GRID() TYP. ?elm( -1.7- • ra'oiwte (4)—/3 SOT. E.W. 1- SOT. LN. ` ( — TOP LW. ( TOP S.N. P3 & P4 1 -3• (3)-1e SOT. LW. (3)-14 SOT. S.W. TOP LW. (3) TOP S.N. ` 4.1 I 1 1 24 AUGERCAST PILE PILE CAP PLANS �• 1'-p• I3'v PILE 13 AUGERCAST k 1301E5 EI2'oe n 24.0 DRILLED PER RONFORCE •/ (eke V. 3t 13 TFS 012' 18'0 AUGERCAST PILE 24 . AUGERCAST PLE 1 . - �• 1 . - t;:1 -Iv ?Aikt4( 5( 0 im)s j P3 or P4, TYP. 8" SHOTCRETE SOIL NAIL WALL CA 3' -0" 14' -6" -�c FRAME PER M.B.S. COL. PER M.B.S. P1 or P2, TYP. 18 "0 AUGERCAST PILE. PER SOILS ENGINEER (50 TON CAPACITY EACH) '' TYP. BENT ELEVATION 12 1 " - 1' -0 13 33' -6" 35' -0" .1.•Y.+�SA :91M3i9fYW19F 7F0tFh'+'W.`�H..Tl:n fa4 41 Z =Z � W QQ JU U 0 CD U CO MI J F- W0 2 J u F w Z = ZO LL! • w U� O 1 w w Z w U= O H Z ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS ))86699 WOODLAWN Avr:. N. L:.. /1205. Si TTU.E. W 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT II PROJECT' br'Q. 1 r SIJl3JEC'1' F.N 1e, '//', ' - � pi i z SiI1:1: "I' BY Pl. 14 —Gl ( 14° Uf UFT max, Lk) -/,10 17L -ittico bout it 1 slit .. :: :: *nri ".^7 m!»s^r,.. hoc 1 zrXtk ^.evert GAP 5s15XJ0x3 = 2; f'ik 3 t! ) SX`PIX3 = 64 9:N.- Or ap Woos 4t 64 )cf, ''79‘5 I IL L' 31 " b-(30z^ t)q(p Asc 1IInd v)q 2* AA� fvf-- ti'2t -� t o \ 1' ,S l (9[6-c. shI(I•4f)= 71 3es '� - r 5,31 t `k,f. V 0, S kThr (P 34 t(P 9 4,( l De ro ,'i' 0441 aVert ?R 24"0 AUGERCAST PILE GRID ® 32' -0" LENGTH FOR P3 49' -0" LENGTH FOR P4. J TYP P4 - - - - -- Q �. P4 Q Q • .LL � ' IL NEW CONC. SLAB NEW CONC. SLA (MBS FRAME BAY) A-21 17 : 113"0 50 TON AUGEKAST PILE GRID B TYP. Z = Z 6 .J U 00 W es , W I CD LL w g co = d F Z = 1- 0 Z F- w w 0 I- W LLl u" .. W Z 0N 1 0 Z c - ` , 1 ` CI 1: i'l (4) — #6 BOT. E.W. P1 t =24" 0 18"0 PILE (6) — #8 BOT. L.W. (10) — #8 BOT. S.W. (6) — #8 TOP L.W. (10) — #8 TOP S.W. P3 & P4 3b —n (5) — #8 80T. L.W. (8) — #8 BOT. S.W. (5) — #8 TOP L.W. (8) — #8 TOP S.W. t =36" 1 " = 1 ' -o" P2 t=381" 24"o AUGERCAST PILE PILE CAP PLANS 18"0 PILE t • • • • 18 AUGERCA: z I I ;~ W ' e 2 J U U O CO al J = H U) w O g J u. Q co =d w F-O w ~ • w U a w ' o w O r- u. O w U = 0 z / c I I I 1 I I I „9- .9 J (4) — #6 BOT. E.W. P1 t =24" 0 18"0 PILE (6) — #8 BOT. L.W. (10) — #8 BOT. S.W. (6) — #8 TOP L.W. (10) — #8 TOP S.W. P3 & P4 3b —n (5) — #8 80T. L.W. (8) — #8 BOT. S.W. (5) — #8 TOP L.W. (8) — #8 TOP S.W. t =36" 1 " = 1 ' -o" P2 t=381" 24"o AUGERCAST PILE PILE CAP PLANS 18"0 PILE t • • • • 18 AUGERCA: z I I ;~ W ' e 2 J U U O CO al J = H U) w O g J u. Q co =d w F-O w ~ • w U a w ' o w O r- u. O w U = 0 z Loads: BLC 1, UPLIFT Results for LC 2, UPLIFT +DL Reaction units are k and k -ft Engineers Northwest ENW 15 15 15 Loads: BLC 1, UPLIFT Results for LC 2, UPLIFT +DL Reaction units are k and k -ft Engineers Northwest ENW 15 Dear Mr. Slat ..100,„! er q Ist Engi neering Services 27207 8th Avenue S PO, Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253,941,9499, e -mail: RBergqu510 @aol,com March 11, 2003 Mr, Christopher G. Slott Starfire Sports PO Box 48599 Burien, Washington 98148 • Re: Subsurface Exploration and Engineering Evaluation Proposed Fort Dent Soccer Complex South End of Fort Dent Park Tukwila, Washington BES Project Number: 200301, Report 3 As requested during the meeting at Carlson Architects on Mach 7, 2003 we are providing the estimated load carrying capacity of a single 24 -inch diameter, augercast pile to be used for support of the main building. Based on the subsurface soil conditions, we estimate that a single, 24 -inch diameter, augercast pile should develop an allowable load carrying capacity in the range 75 to 80 tons if the tip is placed at about 55 feet below existing ground surface elevation. If you have any questions concerning this report, or if we may be of further service, plea , , • tact us. • 4t „r. EXPIRES V Copies to: Addressee (3) Sincerely, Bergguist Engineering Services Richard A. Bergquist, P.E. GEOTECHNICA , ENGINEERING AND CONSTRUCTION INSPECTION 03/28/03 FRI 15 :00 [TX /RX NO 9930] Placement Area: Earth Consultants, Inc Gmtcclutlatl isancers, Gtok gLsts & En%irotwoe ntal Seta gists • Caistntnlon Testing & IC130I WACO hIspection Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT S�1G ✓�Y'GS Placement location (gridlines): 4 e:4 ‘ rr t / g . 4 - . , * /A - e ote �} . !' (�'4,�/ f- ,4 /o / 'r a-- G -,'t/s _S -- d c>sit ,..9 / ,4 - T ,�? 7 6 ' .��w -9i G4 4/e - 4c,4->-r 2f -- Total Quantity of Pour: �t, (9 7 4 ,5 , _-) (cubic yards) Approved Mix Design Available? Yes No Mix Design: /9V 6, Per Project Plans and Specifications, 28 Day Strength of Concrete: 3 - c) • Method of Consolidation: rlp7 andA'41.x% -- (" fr ht-44 rr7:7-r 7 43 p Method of Discharge: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: / e a Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Job No. Contractor Inspec Project Name Ose Page Date g142 Permit No. ootm Tilt -up Panels SOG Walls A'T6 t Other: Number of Sets Cast: _2 Yes: ?'c No: Yes: No: Yes: y' No: Yes: No: Yes: ' No: 4006 Day of Week Comments: . 'PI s�%? �rv�. i/ �m �e ��/' gc - mac %��i s _ o/ a/ /e 4 ,,f._4 t' ,Lot-- 0 /— 4e/ �� /f/ — ?4' ' ,r - v! ieg "` /l r f/f / /+�c�t .� Ca4l /r 0,1 •eiccee / �7'r..a Reviewed By: AM Date: 8' -/.S =c 3 1 To the best of my knowledge, the work described above complies with approved plans and specifications. /0 Other N ame: c9 Z Signature: v •X e)2°-4-1--- 2aaZat.;':�N ��1 +du� Earth Consultants, Inc. Gootcrl%nIcal Engineers. Gcok>gsts & E mirut ni ival Scientists Construction Testing & ICAO / WA[lo Ittspectlott Scnicrs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3760 • Toll Free (888) 739 -6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. 4 /Po' ;� C -^ to,ad rCJ e"P't Inspector Project Nanfe Page of Date gr / J _�•� Day of Week Permit No. Cnt) 3-- o 5 po-is Placement Area: Footings Tilt -up Panels SOG Walls rSxo �',P r-e./. afr td Placement location (gridlines): -- ."• e,-,-% / j / - , 3 ,/ate #,.? _s tp tt .. �7GLGI efriitGst rp/ rlce� G✓T�e .,.f."- eAhst14 , Total Quantity of Pour: _' (cubic yards) Approved Mix Design Available? Yes No Mix Design: tag'7 Per Project Plans and Specifics i ns, 28 Day Strength of Concrete: / 6s /\ Method of Consolidation: ,arli - t°-7 s / . J r -7,4 y Method of Discharge: Direct: Numbers of Cylinders Cast per Set: I ?)' tc Number of Sets Cast: Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Other: -9 (3.— Yes: > No: Yes: > No: Yes: No: Yes: >' No: Yes: No: .-e/1-04✓'ceH^e -.�/' '�,," / 0.45. -41' ,Yt cAp-n -.4^ dr re !e0, "4-€.4-- � �- c u�� - - ; -•� ,-e m 1`� ,��vw1 o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: £ ' Y e a L t Date: 6 03 )i3 Name: Signature: 4007 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Earth Consultants, inc GootechnIcat IIJnglncas Goakas*s & Environmental Scientists Construction Testing 8 ICtIO / WA DO I nspoction Sen'IcrS 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 Placement location (gridlines): s".� �^ �.rn� -•�� 1 ^�r t_ t_fir .3' - ' vim• X d - 7 V 6r. Total Quantity of Pour: 3c 'r Approved Mix Design Available? )Yes Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: of Discharge: Direct: Numbers of Cylinders Cast per Set: /027e/..1 7 Grades for Reinforcing Steel: / 4 2 /25 -- �o Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Comments: % ,' w■ u, �l�in sc� To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Sett Date: S = /'Q -o 3 Footings Job No. /I /P6 7.5 Contractor 46 e > Inspector Project Name Tilt -up Panels SOG No Yes: Yes: r� Yes: >`' Yes: Yes: Page of Date c. -1yv3 Permit No. ,Q'3 -- 075 (cubic yards) Mix Design: US 7'7 Other: Number of Sets Cast: / ybus No: No: No: No: No: 4008 Day of Week Earth Consultants, Inc. Gcolcrllnlc l Engineers, Geologists A i n\1ronnxtUlal SC1c.IIisIs ColgRCtlon Testing & 1030 / %%ADO IILS IkJII Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. / Gj106 7s Contractor Page of 4, Data Sao - o3 f Day �o-f�Week G Permit No. ` ' 0 - D 9 `^'1 _ Project Name ,To'eYP-1 Placement Area: Footings Other �/ Placement location (gridlines): ' c44 1 wt.u/ ' i �k/Lti G1 /4)e t clird6z / - - 3 >1 al .i -4-, 7 01 / Total Quantity of Pour: . 7© Approved Mix Design Available? /Yes No Mix Design: _3oZ e- Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: Q12 Method of Discharge: Direct: - ;n1' Other: Numbers of Cylinders Cast per Set: 6 6 7` 1 x7 _lejc Grades for Reinforcing Steel: 4 7 6€ Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG (cubic yards) sRoD:2E'7 Number of Sets Cast: Yes: No: Yes: 7 No: Yes: >e No: Yes: ' No: Yes: No: Comments: Pn 4t7geet~7 .1 A ,414 -s s )4rre .rm ,I lf- o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By:19'a" iT,L Z Date: r' GIG- 03 Name: X ?VSO4 4 '1 Signature: S� Ggo-SOS 06 g397 4011 . 1,11:4Y-'4 v:.f5�.. DAILY OBSERVATION REPORT Date: '��/ - 0.3 Earth Consultants, Inc. 1 2763 N.E. 15th Place, Bellevue. WA 98005 Telephone (425) 643.3780 FAX (425) 688.3729 Job No. ./L(/ ZS Contractor Inspector Project Name Date Sr— / (23 eziC¢o -rye ''/' ate)v �ir/� ° r ��*rt a�� „sa ,L' 7 /- b ,,A . %rN a rviv� -r /S0 y `�.� vLh.° /,0-•1 144 c-j ,,avo( 7 e G%vQ /vim �.r/: e 4' 7 4z, .t47,1, � e2 - ,es To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Name: e ey Signature: 2359 Page of Permit No. e5.-o3 - © 93 F Day of Week Earth Consultants, Inc Go oerhnical Engin crs, Geologists & I n 1ronn a11al Scientists Consinctbn Tt_sting & ICDO / S% DO Itlapoctkrl Smiccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. ,j1/196 S Contractor Inspec Page of Date Day of Week 771.4"S . Permit No. 0c3— © ° Project Name Placement Area: Footings /1,f o w% /t rat'`' Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG G Placement location (gridlines): C /ice ,e G✓czl/ 1 iC Pre V 5 c it Gvt Total Quantity of Pour: v 26 (cubic yards) Approved Mix Design Available? Yes No Mix Design: 3.30 Per Project Plans and Specifications, 28 Day Strength of Concrete: 3•ti 4s •`. Method of Consolidation: ` ��' a Z., � "' 0 ! Yes: Yes: Yes: Yes: Yes: Number of Sets Cast: rye Other: all No: No: No: No: No: Comm ts: lre...24 rcer,veAK7 fiece."5 , A, , e AAA i zAi-Ae /i4 iir eat..° ails / Aec e -sic �-. '?°00c. 7tf'y .- So-�'/ ,7a 7' /trt t7 ,'' 7 ";` / /7'w /2k ,ree 74 t� t o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: z901/1 Date: r' -2 -a 3 Name: ei�y l<cx. v��.. Signature: iC <'7; gI2S o 6 0377 4013 ear y y� 'a'sSTMx+t Earth Consultants, Inc. 1 2763 N.E. 15th Place, Bellevue, WA 98005 Telephone (425) 643.3780 FAX (425) 688-3729 DAILY OBSERVATION REPORT Job No. r fi/ Contra for Inspect Page of / I Date as - Day of Week i140A.)014y Permit 093 S 00 3.- J I c_ Project Name - ,/4L. A ? C,4 '- rAwec/ s �� 1 or. & ( !2 ,4 - ) 2 •- � �� v / gyp p s yr 97 (ive � / � iA 731A C !� - `'.8 j!! % % G 4 /V"v'e- r 44 Q G e .-cc > 66+a4-7 " 0.0p/ / 7 � 4 � u 3 ,g'' s r� / e s �v ,� , %- ( 4'3. ) v - 6'0c) f) d /IA 13 ' - '> 4 / / c / — ik u s G C Cvc 199 74-x; 4Lce '7&i'tc4 c am - %cam / e / /X1 sc,.4. /c.� -ed lerlc 44 �u a : � / A ,'c4/ 1t,eczt / is - aee ct■`at /e ,epAc `e/c,- J c a '' s hi iq - ' c r a/ �r � .i J �3 e' -; - ,fib- fs-- ,61 /6414 / 7 1-- � iAl/Ok .b(l GG ' J 'to/ I l kfar /� G� "/ the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: gy1 Date: r ' 1 2 4 , - 0 3 Name: i-�t j 1 c,' i1iL � is ■303 Signature: G' -.Q S°S _ 06 -- 2861 Earth Consultants, Inc Cel)Ia hnk iII 1:1101 RIM . CRVkaSIS & I7 WI na1 Stic111IS1S CI x ISInICIIOx) T(:,1Iug & ICI') I %AII() lIMXC'Ikxl Fer\kls 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Footings Other Placement ocation (g idlines): Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels Job No. 4f /O& Contractor Inspect Project Name Method of Discharge: Direct: Other: Numbers of Cylinders Cast per Set: Number of Sets Cast: r Yes: •7e Yes: " Yes: Yes: Name: Signature: Page Date /a -3C7 -D3 Permit No. Doi - 0 9 3 s, Total Total Quantity of Pour: 7 (cubic yards) Approved Mix Design Available? 'Yes No Mix Design: /9'9" Per Project Plans and Specifications, 28 Day Strength of Concrete: f 2 '/ Method of Consolidation: v � c �/ V-7 i No: No: No: No: No: Comments: 4 e � Gt '� C �► �o _ �.�r" �-ao o�G' � � Lty � J Zia � - � �,1� L r �a ce, -17; }t1'To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: I9cIn + g,, Date: / / -y - 3 Walls ,S v • g:3•97 14,4 q-A14444,1' 5376 Day of Week LA/Slety Placement Area: Earth Consultants, Inc (ei.0 Ittik1ilIn)(IIKr'tt«)k,gLstsK rn lrrnInM.rrtaltickrttltits rktnsin knot r 'resting F Iclt() ! N'nflc) Iny xcIIon Srn krs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Footings Other Method of Discharge: Direct: Numbers of Cylinders Cast per Set: V Tilt -up Panels Grades for Reinforcing Steel: / J&& ' /' 6c' Job No. 44/06 Contractor 5i2 1 RCO34 Inspec ro ect Na e Ste, i Page of Date /O K-O3 Permit No. i0o`3 — 0 Placement location (gridlines): �e'bf- At^ "s%-w,e _S c' lcl'o•'k Total Quantity of Pour: (cubic yards) Approved Mix Design Available? Yes No Mix Design: /7` Per Project Plans and Specifications, 28 Day Strength of Concrete: __3iv Method of Consolidation: ,teCAc,1J rte./ < Other: Walls Verified Steel to be Free of Debris: Yes: s•e' No: Verified Steel to Have Proper Ties: Yes: re` No: Verified Steel to Have Proper Clearance: Yes: ' No: Verified Steel to Have Proper Lap Yes: , No: Verified Steel to Have Proper Spacing: Yes: No: 5375 Day of Week 7uE1 Number of Sets Cast: Comments: o1cs a / 2 /W eN.t ta/ �r� f 9-t'z2t - �t tA--e- on, ( >7 4 _CA vP e t l r te~ .445 -C/ ' >6Otis hCjeoe � .5-e Gf 4 ,4 . ,4 P pz. - +% ay a- >1.4s/ c //:. o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: gat i/AV. � . Name: Date: It- .5 3 Signature: GtifrSD fl,S b siL3 7 der �, e 'v a. *� OVtNd-<MS; .nw,•.•• n•,fi•.,tirrrnrer:•^Nn . rSdS:;f: 7+.fjY ..r. d. i,•l r. �i` 1. �.5,'i�1:�iaq'1,}�i°N.?..."}�;� i9e � ..au ....rt..+.....: Earth Consultants, Inc ccotcchnlcat Bight, Gc * g sts & I]t\1fn11n a ltdl Scientists Construction Testing & 1C130 \%, \I)O Inyxctiott Scn•Icts 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 • DAILY OBSERVATION REPORT Job No. d 67S Contractor Project Narhe irt Sj J /ler' Page of Date io - a7 7 - o Permit No. /03 ° 9. T -A Day of Week a 4)\ / iee4PA t,ts-v-tQ 94 Cr U► T` . .-7>Is / /O , s - //. / / o-' .e ;eo( / rr . ,57/407c0 -A v 004.1 r " t., y d• G . y ' 90 lest -&-Le ups -e A / - a . ` i v , s — cyC cc-C-1.4 : - S // / — // - S iti - r / - e ; , l i t G / � r � • � ; s S 7 - ? ,Azt. vti/r - /fie 4t/ 2 I iz eft-t.ds a ./S 4 7z o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other //,, Reviewed By: 09 071 iVel ti Name: / < � Date: /1- .4%0 Signature: 4 • 4946 �N � 6 S- ?7 Sote.. -- rN .....v,. �N.r$*M f ..%r»ctii.: a.ai... w'ti:N :+iwii ° .i iY�Sr•�t.sn ,�wmNtaunKStcc�4:WNW Earth Consultants, Inc. Co ncrhtnkal Gng nocr5 Gmlo„ists & Emlronme uafl Sdca acts Crntstnactkm Testing & IC130 / N''ADO Inspection Services 1805 136th Place N, E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 DAILY OBSERVATION REPORT y--- �x � � ,W /,�' /9 /7 , Y / Sv`/ �s�' .u�►4.-;c - ,e6"4 9 Yl � 1 vi��vvY/' Oti;�4 ^' fet,(4X- /Os�/ s , L.r� 2 . ,4 _3 - o?� L% ; e i-�-e4 , ?' ( g S!� 4 2 _ s�ro /cam' /i � �z11� c_ _ e { rim l� a'' /u-� .a s,L-t. o ff_ APPMV ,6-e _s c174. ,ee.. 1,I .4'Fe /4-0A-e. fx,v d ".-e A /e kt /a'1 L-7).( e.g sea' �ti-t cvr ma c. ,• eae/t. Job No. 1 o-67S Contractor S✓J �_v. -r Inspect Project me� Page Date /o — 0 7 V - 3 Permit No. ,Do3— g 3 4945 Day of Week To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: /76 1 9P.A. Name: / Date: /0 ` 2 . y - 03 Signature: 3f / _ // "&s C) C t.3 7 , 1t'sY iR ? tgi'XI:� "t4. x ° w" Y ' {'` , a,t 'a' 2i Nnx <vIM M1f'Y'iE'�F` "'./t ' ' ' 1 ' ;ai''t {i�+ t� X r.: M' r'ad!`t f' . ►. - .+�....o... -.-.,..,-..•...._.- .M +wrw.ww..rti.wrtY.rs.w*u "n'itY �' 5374 Earth Consultants, Inc <krncrlu1k.11 I'J1}(h11Yxs. tkuk4sts & 1 inlet gal `ik7ilLtils Mlslnlrlloll Testing & Icno l N'.\Il(1lnyxxtkol 4'n'kis 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. /0/ Contractor Page of Date 3 - a3 Day of Week 7 Permit No. 1203 — O 9 Placement Area: Footings Other Placement location (gridlines): �.S5 X 01 mess �.1 s Total Quantity of Pour: 7 f" Approved Mix Design Available? Yes No Mix Design: / 7YV Tilt -up Panels (cubic yards) Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: r7ia,o - e,1 av/ Walls Method of Discharge: Direct: ' um Other: Numbers of Cylinders Cast per Set: 3 Number of Sets Cast: / Grades for Reinforcing Steel: •6 Verified Steel to be Free of Debris: Yes: No: Verified Steel to Have Proper Ties: Yes: No: Verified Steel to Have Proper Clearance: Yes: 2' No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: No: Comments: / /Gr',.e/ 77e. i %-rPfve-ert,i �1 (›- / ../m/ /f 4 7 ' 7C T k To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: 86 V./At Date: /0 - 2 9 % -0.3 • 6,1 i "A:..i•; grid+: 7X.i.+ J. U �i' 9�; 4 ,�i4lr':41i?� {LiG'1.1'�"- � ti Kf Test Number Test Location Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density / G+ s/ s7 ./? ,4 ( - c,'' d /3/.1 9. / /06.6 81.3 5 7 PLb /-t_' / -e__Swt ,X- -t 5 . /aa e A-..- r ,a tiCGX " G77‘ 1- '7• 11..tek ' GL ( 4 ,I'L-e-e:7 f/ec'/ G"c)O e "4.- -, e % adj 'e.' retiA- , .el c '4 ` �. 4e/ `� j} . , i- .,4-41/ 44.74 i ,4 1 J`- "2-ix U st7 ;-.- ,i- ...- --/4 1 3 �t A 0/ -e-id 3 � 1/ 7 /�9. �l V y / v- / ev -lv( 9 -c/ / /i• y' 13 Y $ cqs/ o/- ld 0-9 g' /0.7.7 S3r S Pfi ,/ ,/ $•7 //0.7 '/r5 / 0 0 e 1 , j ..,,• , Supplementary Report: "-+2 /!� T` c�Q�,- �w�.,. A., 1 , car, cO -- r' � S>G/ee y e 5 /e /4 4 .4 . � . ,. 4� ,e. ,4)4^e 0,C' ,�es�� , ,�c.2 i3 -S ., ,� /kid'" /24 ..44.3 s/' "aA& - d e..4-)4.24 .. ' c. 5 7 PLb /-t_' / -e__Swt ,X- -t 5 . 7 tiCGX " G77‘ 1- '7• 11..tek ' GL ( 4 ,I'L-e-e:7 f/ec'/ G"c)O e "4.- -, e % adj 'e.' retiA- , .el c '4 ` �. 4e/ `� j} . , i- .,4-41/ 44.74 i ,4 1 J`- "2-ix U Earth Consultants Inc. Gesvncsnrnl rngwrn. Gromms & rns1m,v IM 50,0, Ws 1805 136th Place N.E., Suite 201 Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746-0860 Toll Free (888) 739-6670 DAILY FIELD REPORT Project Job Location / / �� -t, i E �v1,Evtiy%lvt General Contra or SL3 Grading / K Are approved Plans/Permits on -sit Project No. Perm 3- 093 Field Rep. ,A TimEOn Site //:3 Travel Time General Contractor's Sup>;rintendent 5 Grading F No Job No. Al/o675" Time Off Site AR ys Miles Hrs. Charged Page of r Date /0 - o� Weather C� Visitors Checked By Report No. Day of Week Tif H. Client/Owner Received Unchecked By Date If No, contact the building department or explain below: COPY TO: CONTINUED ON NEXT PAGE ❑ {wbiwt� 3 gilts ' xih Sample ID No: 14635 Description Class G Asphalt / Starfire Sports Sample Location North, East, and West sides of field Sample Date October 10, 2003 Aggregate Gradation (AASHTO T -30) Test Date October 13, 2003 Percent Passing Specified Percent Passing Sieve Size 0.5" 99* 100 -100 Sieve Size 0.375" 95* 97 -100 Sieve Size #4 68 50 -78 Sieve Size #10 42 32 -53 Sieve Size #40 19 11 -24 Sieve Size #200 4.3 3 -7 Standard Test Method For Theoretical Maximum Specific Gravity and Density of Bituminous Paving Materials (ASTM 2041) Test Date October 13, 2003 Rice Value (pcf) — West 152.6 Rice Value (pcf) — North 147.3 Rice Value (pcf) — East 149.8 Average Rice Value (pcf) 149.9 Determination of Asphalt Content by Ignition Process (AASHTO T -53) Measured Specifications Percent Asphalt Content 6.65 -- * Indicates out of specification TABLE III Krazan & Associates, Inc. Offices Serving The Western United States AbWW :9a1Wd4!�tYi1NIkSIF.MZMh�.s�a KA No. 096 -03103 Lab Report No. 11 Page No. 5 of 6 4 1 \ i \W1 r� 09603103 lab.1 l.doc ' MM.00rawrAillAti{iSN L ;Sr.!4•1 112.:a'`Ci:Q;:7s32!3, tlq ..iy L-0-4 Particle Size Distribution Report 5 8 C C C N .$ . <5 8 {O k Y C 0 O O � 0 O . ,., 4 ^ (1. .. A z ry a N X & w n 100 90 80 70 CL Z 60 li Z 50 W 0 CC d 40 30 20 10 0 I I i ,_ — — — — Specdicahan WSDOT Class G L ` I � 1 \ l \ \ t 1 Its' \ • \ \ l I ' I 1 l \ , \ \ ,\ \\ • \ \ \ � \ \ \ . \ \\ \ I \ ■ \ \ �\ \ N � - -.- I :... I , 500 100 10 1 GRAIN 0 1 SIZE - mm 0.01 0.001 % GRAVEL % SAND % FINES % COBBLES CRS. FINE CRS. MEDIUM FINE SILT ` CLAY 26 23 15 4 SIEVE SIZE PERCENT FINER SPEC. PERCENT PASS? (X =NO) Soil Description Class G Asphalt/ Starfire Sports Atterberq Limits .5 in. .375 in. #4 #10 #40 #200 99 95 68 42 19 4.3 100 - 100 97 - 100 50 -78 32 - 53 11 - 24 3 -7 XX PL= LL= P1= Coefficients D55= 7.03 D60= 3.85 D50= 2.78 D30= 1.04 D15= 0.281 010= 0.156 C 24.63 C 1.79 Classification USCS= SW AASHTO= Remarks Tested by: CM/ Sample ID: 14635 Asphalt Content: 6.65 % / Average Rice: 149.9 Rice: (west)152.6, (north)147.3, (east)149.8 * WSDOT Class G Sample No.: 14635 Source of Sample: Asphalt Date: 10 -10 -03 Location: North, East, and West sides of field Elev. /Depth: KRAZAN & ASSOCIATES, INC. Client: Earth Consultants, Inc. Project: 2003 Control Samples Page 6 of 6 Project No: 09603103 Earth Consultants, Inc Gm) urhnh :11 1,)ighwers Geoh/gLLms A I91\1rM 111 K711i1I 5[1CY1tl' Is OI1stntctk>t1 Tcflnk1c ICJ()I\\',\IXU Rlkcs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Reviewed By:,/ Of-eAt, Date: /0- ,2 0- 0 3 Job No. d fio6 7-s Contractor •d Inspect° Permit No. Project NI foe Placement Area: Footings Other Placement location (gridlines): Total Quantity of Pour: "•-�' (cubic yards) Approved Mix Design Available? /Yes No Mix Design: - Q3O Per Project Plans and Specifications, 28 Day Strength of Concrete: ` . 7 Method of Consolidation: ,,,e YGtsti G#Z /21'447' Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: 6C Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG 1 '" Yes: Yes: Yes: Yes: Yes: Number of Sets Cast: 7* Other: No: No: No: No: No: Comments: i l�Cy` /1�� f y�5 '��? rJ ,dea, /y+ G n yo/iffmez rlgti ?-azc%' o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Name: Signature: Page of Date ^ Day of Week Gti4€22 #669eps o e3 , i' 5372 5371 Placement Area: Earth Consultants, Inc 0Y0iai1'1k:11 rnglulvers Geologists & I§ivlrti Scan ilsls C)xisIiuctloat Testing & !C HO / N',\IX) IityxrtkH, tir•kcw 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Other Placem nt location (gridlines): 'f/ uva // '>$ Method of Discharge: r`x Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Date: / -- AU- CO Tilt -up Panels Job No. � /06 7 cont�Of Inspect° Af49\- Project Na ie Sylv-X#42- SOG urr� Other: Yes: , Yes: '• Yes: > Yes: Yes: Signature: Page of Date / Permit No. Qd3 _ 09 .574ate aw/ uN�rr/t Total Quantity of Pour: /,3 '"- (cubic yards) Approved Mix Design Available? Yes No Mix Design: /�! yy Per Project Plans and Specifications, 28 Day Strength of Concrete: �B�-� /..,s P . Method of Consolidation: / 9" -- G .. ' . dili Number of Sets Cast: No: No: No: No: No: Day of Week rrIES,/ C ,(e.A4veemeet/ omments: dLt'S - 0 /0 3 -- k-•v■ ,GOB o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other p� 9- Reviewed By: 8 i�3d1 Name: - '3 G\ Potso weros 0644 97 „r, I::rn ::, :::,, ;,,:xu.;m.u;, Test Number Test Location I lj A2.04-. � 9 Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density -f 09 40(7 s /A g•-S - •?• 7 /A3.5' q6./ 3 3. /2 q./ 96•s' •6'. / y ,?• /z3•.6 s• . 115 a) .Z./ id2? • 7 9s. / 6 /.2.7 . 6 qs, y - 7 y. / /:23. o rys.7 q7. o Z © ® ® 3. Z /.7q. '7 q 3. a a.S /,3•/ /A2. 7 9s•? lrs,y 9S%4. 10 r/ // / v 2.6 /.22 9 AZ 7. s 4Zr. / 9s`• f Earth Consultants Inc. UanMkal iingktten. Caololpsls fnNmnmIN SCW I i% 1805 136th Place N.E., Suite 201 Bellevue, WA 98005 Bellevue (425) 643 -3780 FAX (425) 746-0860 Toll Free (888) 739 -6670 DAILY FIELD REPORT Fiel p. Time On Site /= CO TravelTi M Pro cto 7 N 1/ ^h General Cont r Gra Contractor Job Location General s Superintendent Are approved Plans/Permits on- Project No. P ❑ No 03 09'3 Grading Foreman Job No. Page of Time Off Site 3.1 e.,C Miles Hrs. Charged Date 1-6 0 ••• / .�'� Weathe Visito Checked By Report No. Day of Week Client/Owner Received Unchecked By Date If No, contact the building department or explain below: COPY TO: /O - Supplementary Report: "G....r r.►r 5'» ewe. A �!I! c mss/ 4.1 4 CONTINUED ON NEXT PAGE ❑ Copies No. of Reports Description 1 each 4 Observation Report(s) Dated 10/7 - 10/10 1 each 1 Strength Report(s) Dated 10/13/03 Letter of Transmittal TO: Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 ATTENTION: Mr. Christopher Slatt WE ARE SENDING YOU: THE FOLLOWING: Z Field Reports ® Per Your Request cc: 1. SD Deacon ❑ Reports ® Attached ❑ Under Separate Cover Via: ❑ Preliminary Drafts ❑ Test Results REMARKS: If you have any questions, please call. C of Tukw 3. Engineers Northwest 4. Earth Consultants Inc. Gcotechnical Engineers, Geologists & E nvironmental Scientists THESE ARE TRANSMITTED FOR YOUR: ® Information ® Files ❑ Approval ❑ Review and Comments ❑ Signature ❑ ❑ 1805 - 136 Place Northeast, Suite 201 Bellevue, Washington 98005 Phone: (425) 643 -3780 / Fax: (425) 7G70860 Toll Free: 1 -888- 739 -6670 `"' C DATE: October 15, 2003 JOB NO.: M -10675 PROJECT: Starfire Sports Thank You! ATTN. Mr. David Rica ATTN. Mr. Bill Rambo 4 ATTN. Mr. Robert Raichle ATTN. BY Sam Hyatt /kce IN Or> ❑ Distribution z ~ w QQ • � J U U 0 U) 0 J • = I -- M li- WO g • -J u. ¢ rn � I �. W Z = I 0 Z F- W W U o % W •• Z W U O ~ z Placement Area: Earth Consultants, Inc. CR41(T'llllk ill IJ 10111NTS. C ukigisls $. 171Nnsl11x71Ii11 S(k,illsis ti *IstnK'Ik II Testing & Ic1Y) J %VAUO Iny xt lkxl tirn•k(s 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Other t.d /r G.t>r -1 * L= -3o ' /r sec,-40, 4,7/ p ,/ - r,Gro/ o/ .ia..Azfi l _..cee -SS 6 //, Total Quantity of Pour: /�• Placement location (gridlines): Job No. x/06 7s' Contractor Inspec Project Name 9rY4 Tilt -up Panels SOG (cubic yards) Page of Date -l0 -a Approved Mix Design Available? Yes No Mix Design: /1' Per Project Plans and Specifications, 28 Day Strength of Con crete: - �� i' Method of Consolidation: I/A 28 ,v'ea / r -7 /4.^- Method of Discharge: c G 1- Pump: Other: Numbers of Cylinders Cast per Set: % Number of Sets Cast: / Grades for Reinforcing Steel: -6 d Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Yes: Yes: 7" Yes: ?'` Yes: Yes: / 5369 Day of Permit No. ,I 1)O — 0 7 y 12o3 -093 / Walls No: No: No: No: No: Comments: gee /e?i ' e'Pve I- /1-1")- it In ( - G✓ ,e, / -1. 0A ''To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: An 0/1.- Zat, Date: /0 -0 3 e gos cS ,s rvr<.:a+C e fi+,y�aY.n`et h' Kf� .Pf.�}Y,K :'R',t•t %4 +Yt.Y.' ^.J4R i.°. t %'N;.u:!!�l�K(}'ti�'�k£fiYt:A'4+ Ili Earth Consultants, Inc. ccntc =htilcml rJtyatxt Ts, e;cnk7}Osts P. [unirautxytrd tickytrLeLti _ Catstnkikrt Tes1k1g A ICHO / %ADO ki xrtk,n Services Job No. At /06 7 Page of / Contractor 5Q ,oe.6t c> v Date j12- Ci- p 3 Day of Week / r L e .•' 1805136th Place N.E., Suite 201 • Bellevue, WA 98005 a ,,,,,, f � -'` Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 DAILY OBSERVATION REPORT Inspect° Sum Permit No. ,©q3— /'// 01. �9� Project Na e �i'‘ r/ ,C� s• ,,e Gc G `es'f (c 'Y �Atiit��r�./ ' "mg( e�/C'n l , P , i e ✓ , -fog- ' o/Z 0 ha /� ✓,7 ) _s-e o/ °4 /_S 02) nOi 5e t,/' A /d 3 ! a -4-1L,0r 3) 4 s- '/ Re4 / /.. ese - /lAeol e` ` r Gv� S � �-' �/ � l a rmor C_ / /e/ . voN /t e . 7? G i - J ,�C.r' , >- , -7 s ,4iz-� v:.cs ,4 ;_ e c,l i K I'I� J ,i_... `/ h ;5_,,... / • Imo. tl I.. / - /s G .TA. �.�s!.f.., - "F C am" `� 'mil !/V7 S /) /e .,.,/ S " /, .ti/7'i7 7 /rte;? // 6A - Gva./ls ,,t -e•e 7_ /' wr � j am ' , --(,t r 4 5 � � r/ 3...7 ' C - G , v's l y evtr - /tea m - -;e o.C. g - , - z _ v . i / ,l l ot +, -ea6 .v /i o� A 1-e_ f �6 , -� s as. , . s 1 / - . 74' 6 r ' i /LC'e. -1/4 /i r .I 4 vG _...5-A. ,/ - - /air Q J I ...... '.41 • ,N p tea/ ,4%' 47 N o/ 74. ,4 j. v- &"aide %' 5 • _S seAI< S'n 4 lens , ,-C J4i� -e`' 7 , /t, � .1t-vr s7 / D/ C:79,'"/"e c,1- .' .ca�•� s wed A d co ..C..7 /C . !/t X5 y _52.1 .1,-/ _ .4i - i • C�.e , - e2 '_. . 0'Y1 0'79 Gt-- Ks-e t - / —44 '4a/6' - ,4 l..c /o/H41 �, ,- Yi / 4 L / �Q + e / ,e " I't 1.-va, / a1 J J .S'A r), �� >1/ - ,4 7 ,/) S # e-4,44, vA - di l/.'�u� /Lt74..-, �'-- /1 n L 'I ,s% c�ie .�o/, -e p,6- . g' t�-er 4 4d a ',h c -a f IT.tow7/e n/ cc-e /e c 1; v-.-, V5 ��eo/ . , yr /k/ ,ay 1 a.7 /?� .G"; ,-3 G s o."-1,44 t9.-, ova ...2. ' s2. , o -, �- - e c . je,ctrt id/c 4 7/_d l ) z:owi4o // • ,, P.t j // l) itus �i y� /. ,...c G eito./ / f , / s c fi'Liv t G 1y l ki G s-,- o the best of my knowledge, the work described above complies with approved plans and specifications. ■ Other [v � � � .SS A ps Reviewed By:, Name: l Date: i0 -/ • -0 3 Signature: ♦i,.2a. - `rte:- ,.....-.2 r }r�r �i?', Y ';rY:a,•u- .v,•:rw; n:. G-0v ' 06 4: 9 7 t5 4851 5364 Earth Consultants, Inc Geocc igneets. Grok,glqs & DwIrolimental tiicattlsis Gotttitntrtk,t Tcstlny( IC17c) c %% Ann lu p ctk>,t F rvkrs 1805 136th Place N.E., Suite 201 • Bellevue, WA 96005 Bellevue (425) 643 -3780 • Toll Free (888) 739.6670 FAX (425) 746.0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. Z0 / Contractor sn . Page of Date �o - 7 -b Day of Week Permit No. 42 lv—?—o93 Project Nam 551c- �h Placement Area: Placement location (gridlines): W erV/ � c/L-er -s/�G efEXWza Total Quantity of Pour: Footings Other Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Tilt -up Panels SOG .3� (cubic yards) Approved Mix Design Available? Yes No Mix Design: _ /3S Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: ,r G4 ,&%. 1/ �/7/iU y um : Other: Number of Sets Cast: / Verified Steel to be Free of Debris: Yes: ' No: Verified Steel to Have Proper Ties: Yes: ,.' No: Verified Steel to Have Proper Clearance: Yes: 7`' No: Verified Steel to Have Proper Lap Yes: 7‘ No: Verified Steel to Have Proper Spacing: Yes: r No: Comments: _4(4 «y^ PW^P‘17 cdu y e 7 7 ,17C ,Z ae-v -r T/ yr -tt / � `E'Or au-fseA ljv� // .eercA .si -ems G✓�� I Gt./ .." o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: /9'O." V--dhc Date: /0— /.3-.0_. Name: Signature: l / - l 3 0 os o-6 r3 9 7 1 , ( i Earth Consultants, Inc. 12763 N.E. 15th Place, Bellevue, WA 98005 Telephone (425) 643.3780 FAX (425) 688.3729 STRUCTURAL MASONRY OBSERVATION REPORT Job No. .4d/ AS75- Page of , Contractor 5.6 it ,.t‘)V1 Date /0 — ?` 3 Day of Week 774I,6 Inspecto 1_?. Permit No. / s` °9 / Project Name ...54-fre__ jtiiiime ,,9,1,/i5 Observations Per ■ Periodic Observations Reinforced Masonry Location of Masonry served (gridlines and elevations): ( L/&,J1 -, ' . yob - - / - � / - . .nc „;?, _ ' o '- V, g'."' i}? 1 , -- -/c4.. Reinforcing teel Size, Spacing and -- y 7e74, .CDT, Location: - @ � 2 r � �C 1 s t,e . ,f /d --, z /,it/ fro -6 .8Eit MAC , Detail and Sheet # % 1 /5 -/ S/. Composite Prism Unit Strength Samples Taken? Method: Method: Yes No CMU Cells Observed and per UBC: Yes No Yes No Cleans Outs Needed and Used: Yes No Yes No Grout Placement ■ Location: Yards of Grout Placed: Mechanically Consolidated Twice? Yes No Comments: , /�° /17u7 ,D rcea►" - q4 e (7- - z i/ o/- , A. Xe X4'47 / a,fCar-~K , /, -, - (9,- sr/ ,e All, • t S - Z. 11 • ____ .SST it • ..i. At _ 's• /S .d., ' vAi o the best of my knowledge, the work described above complies with approves • . ns and specifications. ■ Other Reviewed By :„�lVYI VGA, Name: Signature: .�'1/ os•^"� Date: /Q - /,3 - c' 3 30 i2 S 16-0S 06 8 377 I- Client: Starfire Sports Project: Starfire Sports 6840 Fort Dent Way Contractor: W Tukwila, Washington 98188 Technician: D. Kostal 0 Project No: M - 10675 tig Report No: 4161 a Attn:Mr. Christopher Slatt Report Date: 10 /13/03 Mix Design Specifications Material: Concrete Mix I.D.: 3805 Design Strength at 28 days 3000 psi Cement, lbs.: Date Received: 9/13/2003 Fly Ash, lbs. Material Supplier: Glacier gig Coarse Aggregate, 1848 Delivery Ticket No.: 495573 Truck No.: 0025 W Coarse Aggregate, .__.: Sample Date: 9 Sample Time: 7 : 3 0 am Sand, lbs.: 1638 Comments: No water added to the 9.5 cubic g Water, ibs.: yard load on site. Admixtures, lbs.: AEA, oz/cwt: Test: Slump, in. Air Content, % Material Ambient Plastic - Temperature, °F Temperature, °F Unit Weight, pcf Result: 5 " 71 52 - y W Specification: 40 - 80 Ci Placement Area: Footings for the maintenance building located @ west side of soccer field #1 grandstand. 1111 W S1S31 WI Specimen Test Date Age Load Diameter Area Strength Percent of Design Type of Fracture 4161 -1 4161 -2 4161 -3 4161 -4 9/19/03 10/10/03 10/10/03 r CO CO x N N 23830 37660 38270 3.99 3.99 3.99 12.50 12.50 12.50 1910 3010 3060 64% 100% 102% C1231 C1231 C1231 TYPES OF FRACTURES Comments: A B C D E Cone Cone & Cone & Shear Columnar Distribution: ��yy Split Shear Reviewed by 1Jc%i► 0 _lig / Sam Hyatt Laboratory Supervisor Earth Consultants, Inc. Compressive Strength Report Established 1975 Test Number Test Location Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Dens' / /, 6ta>4 , r,'+/7t , ' —51. '` - _.‘e //e/` .vi '. / ,07/.7 g' r' £r7S . — -ems, -eA ' q C F T 3. r t ! I , g • fi % 1'. / 2 / .3 g / /S < c Supplementary Report: 5: � (- c �,elE k( A yj�P G us-e ' A W C,' G? ' ci ^ f2°sxce' 7. ,"-' At . - ,r -e w s ,,otc ??e V /.1 /' , l a de - W, 4 - 4 - / %c oc / et. c..._ - at./, C 4 - .-t es/ - _.‘e //e/` .vi ' 4 S ,. ,,06;: Proj Earth Consultants Inc. fe'arftrMml Fn .' e,s. Geologists a F.nvl,,v,.na15c1MOWs 1805 136th Place N.E., Suite 201 Bellevue, WA 98005 Bellevue (425) 643-3780 FAX (425) 746-0860 Toll Free (888) 739-6670 DAILY FIELD REPORT Fie � l '� p � Time On Site Travel Time Job Location / A 7 General Con ctor Gr ing Contractor fr` „atGC46.1 Are approved Plans/Permits on -sit Project No. Pe Yes ❑ No Job No. "0675 7 5 Time Off Site /: ao Miles Hrs. Charged Page of Date ?—/,* — 03 Weather / y Visitors Report No. Day of Week Client/Owner Received Unchecked By Checked By Date Gene I Con actor's Superintendent Grading Forem / ontact the building department or explain below: COPY TO: 4 Y £MeiGid(NE' � � 71HbT .r � 4rn • �.'A � . p CONTINUED ON NEXT PAGE ❑ 1 Test Number Test Location 517C-Ce,e A / ,-e Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture 96 Test Dry Density lbs. /cu. ft. % of Maximum Dry Density 96 , 6 / N T O 74:90 I a S • _ s " 3. /l ./ . X o? 3.s /26, / ?g. / ` 7 I y,/ S: o /2 %2s -� 97. 9 ?e y `� ,--(T)1----ei S y a- /RV. 7 97, o S:/ , 'a .v Q ' • 0 Q � 3 / 2 -S 77,-6 9'6' . 7 3 l /_2 V S el' ( 0) 6-55) e? • , /A % o ?( `f /d 6 2. 4 /a y.g 97e r It to f Z� . A /R6• 9g.'7 /A 3-c /,.76 9e., ?7r ' /3 3.6 ,a5 Supplementary Report: /90r r ..,* c•• e oft -cc /�4t," P c-ei t-t, aeiA c7 z l�Si .e-5 e y/ --fir' �.7 G C, It7 !1 ArfA r> ' l Project Earth Cot isultants Inc. Gearcty* I Enp,wn. Geologists a En 1, ,N,,tal Scientists 1805 136th Place N.E., Suite 201 Bellevue, WA 98005 Bellevue (425) 643.3780 FAX (425) 746-0860 Toll Free (888) 739 -6670 DAILY FIELD REPORT General Contractor Grading Contractor Field Rep. T�eOnSit� C.7 Travel Time Job Location General Contractor's Superintendent Grading Foreman ow No. Page of /k /O& 75' / / Time Off Site t ,-( Miles Hrs. Charged Date 9•�3 --v•; Checked By Report No. Day of Week Weather Visitors Client/Owner Received Unchecked By Date Are approved Plans/Permits on-site es ❑ No Project No. Permi QV 3-- 093 No, contact the building department or explain below: • !ti • �r•G^L'r3y.�c,:�t Test Number Test.Location Ae /M4,e U,e.1 N ,/9 Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density 9 `i / 5 ' 4S ■ S/ :e 4W y - ,E 9% / /5 9 17' 7 -es'/ /62.0 , r t / d �! '�4�a- / /, •��s id, d 9r./ 9 3 , , / Y r , i`Ya/'=-1 - (JC A 99 — ,67 c lam. 7 '7'7. o /' c / ,, e."...5 c_n c e : i /7 9 , 3 o? 1 f. //6,.S. c18 2 ,/ . 3.5z ` e ' /S'.G 9.g qq 7 /a '' /6. 9 o °f' Supplementary Report: , , a• r`.,c e c2:4) - - ciD� -> / y P � k / ' c g * - ` ' G ' - - / / , i " O k / ` - /f GL ,9-7-1 .61a e' ' r,J r�l o'rAP iLGct +') / 1 - ; / 1 ' t & •- - , 4 / p r ' s / ` 3 , f ' ' ` c / ' / / byi s ' . i .4 e / - /. k -es'/ r/ t57, / d �! '�4�a- / /, •��s � ,le.A.f/ , . ' /r t,42 i`Ya/'=-1 - (JC A 99 — ,67 c e."...5 c_n c e : i Earth Consultants Inc. Ctdectnhl McInnis, Geologists F1INRYMIW Scientists 1805 136th Place N.E., Suite 201 Bellevue, WA 98005 Bellevue (425) 643-3780 FAX (425) 746-0860 Toll Free (888) 739-6670 DAILY FIELD REPORT General Contractor 52 tu Grading Contractor ?Rep. Time On Site Travel Time Job Location /J' r ,/� � (.I /� A;/ A , /"� /_a I / �%`r,4 General Contractor's Superintendent s 5 Grading Foreman Job No. A1/0675" Time Off Site 0 Miles Hrs. Charged Page of Date ''a3 - a� Report No. Day of Week 77,rgs Weather CAS Visitors Client/Owner Received Unchecked By Checked By Date Are approved Plans/Permits on -sit es ❑ No Project No. Permit 4o d % 1 No, contact the building department or explain below: I COPY TO: CONTINUED ON NEXT PAGE El Earth Consultants, Inc CRx Icchnical ()mined G[nl sls & GlNraurxyrral SckauLsls Cnutnrtlor Tcs Ing & 1(301 N'ADO Impcclknl S n1ccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 • DAILY OBSERVATION REPORT Job No. 7/06 - 7S Contractor sD 2e e c�-r Inspector Project Name �� -Yew a r ` 64 G077A2? C S � �/ Ste- G%L�' 'l4 c! . ct�7g /`c a /-n 5-)49 G %�� G V A.cJ'(v j� .n cr 0-fA �( /v ed 07' rt, . c, ,lA L -754 e /J � Jai` X-e.v{ ,j,1 e 2440. ` � � , � f ` �� sl �' , �" � r� �s ,r,� �.� /•fir cZe / 0-'-co o, y / 5 j /� ` �/� s we s7 l7t, µ-4) >4 /r» / %c/ i c� G s er► s� 'e �xu OC ' c-�cc�' / r of ! • � ��Je�`?� �P.fitI,P1/` � C .�PV H-fr!' S � G ��i / •rP l�tl AS' d, -� vL. /' ,E Gt ,V , / e c/ / jee,e4 er 1h", c.c /; f14e c/ A i.. 4 ,-1, f �+ 9e0 ptd S /.' ��, aIA r�l�., • >� i w�� ,E ,4- �i .4e Gz'` - f<e* c.‘‘ .• 6 -, A ., b < A' a) S a vr^ 77 / vt e Name: Signature: Page 4751 Date Day of W 9 6 � Permit No. D _ c 7 3 o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: "��v'► Date: C7 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Earth Consultants, Inc C=ctllcclnllkig I. nyrinl'[7s, t.e ttk)yQsts & nirotuneHal :.ieyttisls Coostnncik,,n Testing & tan / n5 ■OG hlyx.ctkxt a n•kcs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 Other Place ent location (gridlines): q / C 0 Total Quantity of Fsour: Approved Mix Design Available? Yes No Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: e0/ Method of Discharge: d itagrO Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: � c> Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap • Verified Steel to Have Proper Spacing: Coents: /01 re rVeH/ lhr Job No. /�� ,41/06 7s Contractor SD Inspect Project Name Tilt -up Panels SOG t u m @ /E 117. G . Other: Yes: 7 Yes: Yes: Yes: Yes: ezLovlitffc e tt!' .. 0 ., gt-c e sue. -uc ' �tcs //o 1 A- e e - - e4ctiacAi Pv ' 4 ,/t tAed � col/ m,151 // 7 eI io ' o � . � �' 41/ To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: /?5?\ Date: /0 - 7- c; 3 Page Date *pi C.2. M 'WO3- o7q , - o .4 */= (cubic yards) Mix Design: ro-e3-cb r Number of Sets Cast: Name: Signature: i`- {xi'}'4rr.N.�.;v �:wr.r.� =..r.e.,.w.....•v. t 5407 No: No: No: No: No: Walls Day of Week 440A77019 Permit No. pAA 07 "o3 3 !N ?D z 'bso6 S7? Test Number Test Location Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density / �� -1/.- 6%-4-" a.;1 —g" E 9 ,-i , / 9.7 /00_6 /&07 to , 1' oli r.Q. lc,.e Ac e,,� • l 2 aE' �� 2 9/ qs. qc 7 97 l ° `/ 4 42 ' 5e10/ 9•,2 /0.2 .a /tt i- 7 4 - 5 SS" ' 7a ,14I# 2 9'. V /o/. -s /o . Supplementary Report: F d,,, S,,�e �, Mc ,62 /,es) 7 o/8tn�� ALee� /e - e c�4 , --1- tea c -4 - --i �_ e' s d-, , �'I P. t J itrark-4. iS' 4 Ply y g ov�q w0-01 iaG[o• aC4 "Q Gt/ °, ")4e-6-.." ev" -'JIZGGev( A- to Project �3 C e nral Contractor Cont Earth Consultants, Inc ocota:hnkat Engineers, Geologists & Fmironrnaual SdauLsts Cnr ontctlon Testing P. icno / WADO Instxrtk,n Srniccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 DAILY FIELD REPORT Grad Jftg Contractor ;4 Field Rep. Time dn Site 3: 3O.4,,,A Travel Time Job Location 4 General Contractor's Superintendent sow Grading Foreman Job No. / 7.5 Time Off Site . Dt7 Miles Hrs. Charged 2.s Page of i Date ID - 1 - o3 Checked By Report No. Day of Week LAYti=0 Weather Visitors Client/Owner Received Unchecked By Date Are approved Plans/Permits on -site Project No. Permi s ❑ No Gb3 - 0 9 3 No, contact the building department or explain below: LJ, 4. • COPY TO: CONTINUED ON NEXT PAGE ❑ to; Earth Consultants, Inc. cxotcrhnkai I9lghtccrq Ceokg(LVS R I]n1nAn cnInI &$7ttlms Certstnlctk,t Testing & ICIY) I tVAIX1lttrjxcIIo t Srn'kYw 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Footings Other Tilt -up Panels Placement location (gridlines): 1 ST/c< ..rgo>0 44A) e <'. / , 4 CirvIGIV- 2:74/, Cil� / 4 — f c» 5/ o/ SAr7(�1,4 Total Quantity of Pour: Approved esign Available? Yes No Per Project Plans aZrd Specifications, 28 Day Strength of Concrete: Method of Consolidation: Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Verified Steel to be Fre- ' ebris: Verified Steel to - ; e Proper Ties: Verified • - to Have Proper Clearance: Ve -d Steel to Have Proper Lap citified Steel to Have Proper Spacing: Job No. L1 /06 7 Contractor _.<49 Inspector Project Name _co-4 (cubic yards) Mix Design: Yes: Yes: Yes: Yes: Yes: Comments: 42 jc &' i / y/a b % S a 9" 0 .C, ,P, , 9v . 5 � d 6 vim+ - 7t 7 � G y c / -"e-■ ' s r 0 0 4 �•>vr G�►cl�r S. ,g x i5,--1 dot, .3- - 0 Signature: Page Date /C2 03 Walls Day of Wee u/30t� Permit No. /9 — oar.? p: Other: Number of Sets Cast: No: No: No: No: �\ ma a .7si 5410 o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other �� Reviewed By:,,t` tht 112, ,, c Date : /d - 7 3 Name: K o ) .-?os 14 vt 0 \ oc,i : # /-OS 06 g'397 r �C kq�-c 5361 Earth Consultants, Inc Genteel ti Iltlpncr CKsoingkts A DINrMUtx,flat Scientists Ci tslntt'tktlt'resting & ICIEI %Y,\I1O61.gxrtk>t1 Scn•k 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746.0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. /Lj /067$ Contractor so Project Name Page / of Date /0-3-03 Permit No. 3- D `T Day of Week Placement Area: Footings Other Placement location (grridlines): •? Gtr fr �'cP��eor Q - eccs3 5 at/ o� � 2/• Total Quantity of Pour: (cubic yards) Approved Mix esign Available? Yes No Mix Designs-- - Per Project Plans a Specifications, 28 Day Strength of Conc Method of Consolidation: Method of Discharge: Direct: Numbers of Cylinders Cast pe :f: Grades for Reinforci , ' eel: 6� Verified Ste- • •e Free of Debris: Verifi - • ' eel to Have Proper Ties: erified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels SOG all /.. Uzi, Pump: Other: Number of Sets Cast: Yes: No: Yes: rC No: Yes: — No: Yes: ? No: Yes: ? Comments: 1LGL t.•-Ptic,Z ikye& l �� ces cXe c =ed / 6/711 - )- - /- t7 o e best my knowled e, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: fraitt 11._/41A.t Date: / l7 - 7.-0 3 B0 X05 06 ez �7 DEPARTMEN "t ry4/prts ?;1MU?Nr 5363 Earth Consultants, Inc crtcnalutk:tl Ih1}(111cc•'S cvkry)Stti A 1]tclrr iunctittal ScktiuLStti col isInriks "Krung A IC.flO / \\',\11C) It tyxrtk>,t 9,rvkcs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739.6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. "//r6 7_5 Contractor Page of Date /0 6 -a3 Day of Week 44OA Inspec Project Nance 2 Permit No. - Placement Area: Footings Other Placement location (gridlines): Total Quantity of Pour: a (7 1 1 " Tilt -up Panels SOG (cubic yards) Approved Mix Design Available? )' Yes No Mix Design: 79yy Per Project Plans and Specifications, 28 Day Strength of Concrete: of Consolidation: Method of Discharge: Direct: Other: Numbers of Cylinders Cast per Set: " Number of Sets Cast: 1 Grades for Reinforcing Steel: �'if:7 Verified Steel to be Free of Debris: Yes: , No: Verified Steel to Have Proper Ties: Yes: No: Verified Steel to Have Proper Clearance: Yes: No: Verified Steel to Have Proper Lap Yes: No: Verified Steel to Have Proper Spacing: Yes: No: "ge;learr by- Comments: 1-r ? Ailed - A4 / 44 A/4.--/ ..e.t.atcrptar/eP13 e ze-e-s , s of-e4-)7_0/ Gam^ �' ..�•' v� .�`� . he best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By:i'd►n O � ti Name: / EC Date: /0- 7-03 :.w a,02 Signature: / os/4itat.— UL,I C U,S t~t' U 5 L i. i N G DEPARTMENT a, a. vot! " � R;�eiya L' W4 x £ ' k.3 r7 sw..a ��. >.e�..yvT,r! :•t•. T }s,.. ' - ,;sg�wr 'sC <,:i jl ;:x�4At,'vr}!y.'+2l'�Ylr 7 'k i7 Earth Consultants, Inc C.a lcchnkIll DiOn xrs r blasts & Emin&unaitttl sck7ulsts cnnstntctk,t'tLsth,K & IcDO / %%Ar) Insixxtkm scnicr s 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 ' DAILY OBSERVATION REPORT Job No. 4 /06 7 Contractor 2 ,4.s Inspect L ...1>f1 Project N me Page of i Date " /y/ Day of Week s ,>-/e ,e) 641- e - - ,. 3 6t.)er i' GG�'C -ril To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Date: 4738 G4)7,g0 p Its 476 r.”7 Earth Consultants, Inc. Ceded tnkaI17t}tlu mGCd(KJ ls& rn Iron naval Sciaittsts Construction Testing & ICDO / %V \[10 I imectk>tt Saviccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643.3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. // /06 Contractor Inspec Page Date Project Name C;4 _ Placement Area: E Other Placement location (gridlines): I4 e Total Quantity of Pour: � Approved Mix Design Available? Yes No Per Project Plans and Specifications, 28 Day Strength of C Method of Consolidation: if�t.e�Tl�tiy� Method of Discharge: Direct: / Numbers of Cylinders Cast per Set: e7 Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Tilt -up Panels Grades for Reinforcing Steel: X 46 Yes: Yes: Yes: Yes: Yes: (cubic yards) Mix Design: ,9'Ye-7 oncrete: ®sue �� s eydy 4 ‹, , - _Sr e4a)ther: Number of Sets Cast: No: No: No: No: No: Walls Comments: / /r oc /� 542 6 h �� `mac/ / To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: Date: • Name: Signature: A tvtek- '.if i.Al7brak_�U•,'i�r WAaµ.SM» am A. 71 $ 749 Ot ‘05 p6 x.' 97 4015 .wuta+'s':1:.:'v rAsv xl« S+ w: obwt •tor,:V:0.11.4..11.* . . ..rnewwd wuw...a.Frrzrr.. ,.o 4747 Earth Consultants, Inc C tcchttkal 19tgitica` GC 10100.SIS h Cvt\lravtwlttal Scientists Catstntctk>tt Testin & ICDO / %%ADO InswcIIon Snniccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746-0860 ' DAILY OBSERVATION REPORT Job No. /ti /06 73 Contractor -22 ,Ior'e'. Inspecto Page of Date 9/Z -off Day of Week 440.09,49 Permit No. Q o ' D03 iyi Project Name $7 �;��✓ _ � / -�.,' �•� /� �,�� Ti /tom 9e%.,ud 7.4 ,4A09 /e ,per s il2f -f-- the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other , Reviewed By: )- Date: 'i ` - 111 AY f °s b 6 es 97 �. � � Earth Consultants, Inc. - 1 2763 N.E. I 5th Place, Bellevue, WA 98005 Telephone (425) 643 3780 FAX (425) 6883729 q niHp STRUCTURAL MASONRY OBSERVATION REPORT Job No. /L1 /067S Page of 1 Contractor , j',Q ��Cc Date 9' 3(� - Day of W k \ T�tG Inspecto l . 1 '- 3 Permit No. - ° ?` Project Na e 5,14-CX"f ull -Time Observations Per III Periodic Observations Reinforced Masonry L cation of Masonry Observed (gridlines and elevations): .P/X bv' '✓(til.{ - / „-Lct- )'t4e.rcz•vt 6 / Reinforcing Steel Size, Spacing and 2 -S s (7 3 ? ' Location: .2 #4S Q 5'T v OC • AeNe - i a J . dC'- e / - , 1 7 Gc/ .. Detail and Sheet # Sc2 Composite Prism Unit Strength Samples Taken? Method: Method: Yes No CMU Cells Observed and per UBC: 'Yes No '"Yes No Cleans Outs Needed and Used: Yes t"No > Yes No Grout Placement ,Ete Location: ,Z// —e- ,Q #-i e,ti A 7T.9 -- 5 ' Ay i Yards of Grout Placed: g Mechanically Consolidated Twice? Yes No Comments: 7 oiS-ezAA51/4')k-9 - ccr� ' ?(4A -g m ale l , u ' � -r /' - v7 o the best of my knowledge, the work described above complies with approved plans and specifications. ■ Other Reviewed By: ,9 r ti ' i-: ' l', Name: Signature: S Date: /0-7- 03 AL _airs..�- It.,, 3031 SyS 6:6' 8-377 TM t ae,•p•iys,:.,...ktt: ;aa0 Earth Consultants, Inc cmtcctotkal Enginoers Geologists & I]nlrotuttctuat Scientists • Constntctk,n Testing & IC130 / %S IfO ItI! x Uott Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Placement Area: Placement location Footings Method of Discharge: Direct: Numbers of Cylinders Cast per Set: Grades for Reinforcing Steel: Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: 7__S Tilt-up S Tilt -up Panels N Job No. Contractor Inspect (gridlines): / 6 • S e --� Yes: Yes: •-� Yes: �e Yes: --� Yes: SOG Page of Date e6- Permit No. .619S No: No: No: No: No: Walls Day of Week Total Quantity of Pour: W�X'r (cubic yards) Approved Mix Design Available? � Yes No Mix Design: , �. O "' ( 9 ) Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: 'Ise,/ � / "�Z�ie Other: Number of Sets Cast: C omments : % � �r �•^.vteG. s'� >7 � tc'+ y .sr,> e/C —te 4 7i-evAkt o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: i) v , � �, Name: �a■■ 0.s ■'mow � Date: r - r -d3 R fix 13 Signature: hl LUUJ BUl ..DINt DEPARTMENT r +. 4001 ?'r YN " . ?7+'!� 4"'"'te*,ltl ntt N.w►�Yn♦♦ . e-1 �--7 s /X �P� C-4 ° r ?/-.=t. o� �yU '' � �� `� j Ge ,111 ill c t''74-4t 4 . . >et_i , Est_ r dyt c,Ae. ~ cn ci — at,17 / e.,-c-5, e s,,v � c.7 cam.. /4" &`,7e Inot p/a le rv,>o e'4' • So-7 L ''.. 5 xee L'i`t•'' �' r ' 4G� _- / /�/ / si.-L -t Aux e 6,-S' ^Pvt "-e_ 7-r 47<re , _ . a,./ _ „,"- /1 ,4 .e.-G(OC O.tl2 :C Ai-fr L 7C/T�✓ . cA-k-74 _-_ s- i�C7�C litCI Cites ��` ,/ C ril E E, ] Si iL Proj� General Cont tor' Earth Consultants, Inc Goorcchnical Engineers. Geologists & Environmental Scientists Construction Testing P. Kilo / WALK) Ittt xctlotI Scnlces 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 DAILY FIELD REPORT Fie �ep� Time'On Site Travel Time Permit No. Job Location Genr`ral Contractor's Superintendent Grading Contractor Grading Foreman JUL) No. Page of "I/a6'75" Time Off Site Miles Hrs. Charged Date g6 - - a3 Checked By Report No. Day of Week Weather Vis ors Client/Owner Received Unchecked By Date Project No. Are approved Plans /Permits on- sit No Permit No.,)03 C"7 If No, contact the building department or explain below: COPY TO: t ••■• AUO i 9 1. UUJ 'Uii.Dr UG DEPARTMENT CONTINUED ON NEXT PAGE ❑ ` r5; 9!" }.' WI r%We C 'a; ' o�>--- e.-, .44- :.-- ei /e c e-s, olsw_ w,* -L �C a• ,.. s. s-e --f/ + „70,4,-, _ ` 7Z yz> �CV -v� /- , i /vv.de,o( ,e 4.u.�47 ; �-'p �aCR�'a>yt f - ©J " -G CeSss'? -" -- / te-1, kg '--' —<- Q/ 6J tie...e G �" � �., � 744 ' r / i7 R A v e e_itT l ✓ �. ` T `L,"c �� • o G azt�-�e- eta / - , � r.. ��- - �• -�cvt! , LH .vim ....'`y .. ' _.� - o,:' 4' c..,e.. , 4 , =.e ,4 • •des f >; 7 .c,1_/.0'_.. e ' o /.e." ` ', Q-v �/, o' v Sq,&s 2 ;; ce- /1 <-et 4 is ,,,A,, G '., , ,i., -edc/ ,i0 2 `$ ree O rr l ,V'� ) "° �Gt ,- „,.. � / 3 76 rimer - .rcca -:— G'e4 .,,; 0is Auc /'e > W re'/-4,74/;” , - ,. Q/ , r , rzs-c.Uy7 g .'4.c.a/;4 1 -es ,PLC/ ,f�co y ,.ee � e o f e c, -__</ / 'e T ,__4 O 7 1-- c.-.7-� A_ ‘-cg e9, 7 7 .tc /r c f ,41/'/ i?n .7 .9, Z tt e'' /'; c ,)i -' -- ��L...4h1 /: 4,14re_,. ,-2441,4—' rd , z ,, �z -- 4 r�7Z r ✓ •,. azd A42 - 7_,S>x .E "14 R ,i_e > , f- /v ©� 2 ?L'( ©lam 3 7 err X 42 1pt � ,4 . ��.•1''y� e �, A. Ze /C G -..-t re-/4.4' .e o G � e s - a' � _ �s s y X7 4 }i�•'?' 7 .ce. .s it°-5 - — ecYrt .e 'tj . €e '' de -e-to( re' (4. oz✓' /t° evm,vt GYcz ?art ,o ..---. V4 ,Z L L t.,: ,. ; , ,.__ t;,. ,r),. Project Earth Consultants, Inc Geotechnlril Engineers Cooktirilsts & t!n 1mnnwtital Sckntlsts Construction TYsting a ICDO / WADO Inspection Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 DAILY FIELD REPORT General Contractor Grading Contractor //11s /" Field ep. Time Oft Site q•"o� Travel Time Permit No. Job Location General C2ntractor' s Superintendent �� Go Grading Foreman Job No. 41/a67S" Time Off Site `r Miles Hrs. Charged Page of Date -/- - 123 Weather Visitors Client/Owner Received Unchecked By Checked By Report No. Day of Week Date Are approved Plans /Permits on- sit -' Yes ❑ No Project No. Permit No. fog - 093 If No, contact the building department or explain below: I COPY TO: `` T t? l�Uwt' A (0 f r -e 0‘,4A.4` PiktiacPWw1- e `Q 7=?1r 1 - - 3 - CONTINUED ON NEXT PAGE ❑ 4161 Earth Consultants, Inc. Gcotexlutk•l D1gnea•5 Gcr*kLsts & Emiranxaual Sclatilsis cbflS1rt tku Testing & lax) / %1'nllo lttgroctknt Smices 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. f1>- /o ff �s Contractor SJ , ICm Inspector ,L OG t4 - iI' s 3G Page of /-/ Date "2- 43 Day of Week Permit No. Oo3�o93 Project Na e Placement Area: Footings Tilt -up Panels SOG Walls Other Placement location (gridlines): 7 Eazz.tOr,JG locAreW o,) 7716: lrr3T sTnc- c'A seccax ,AT�z o '` G/lq 0/14 Total Quantity of Pour: (cubic yards) Approved Mix Design Available? 1 ,Yes No Mix Design: /979' Per Project Plans and Specifications, 28 Day Strength of Concrete: 3, 0 AST Method of Consolidation: #6 1/..r 4W17 Method of Discharge: Direct: Pump: 4 Other: Numbers of Cylinders Cast per Set: '5" Number of Sets Cast: / Grades for Reinforcing Steel: G o,��x7bAW4ie7"' eg 6,8 Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Yes: No: Yes: No: Yes: No: Yes: No: Yes: No: Comments: ear - 444S - crA/.. AgS SC,s '' T.Pe- Sreat AfAr f'i g lair, /f Ta reeii ' zfl r, Ca✓C/eltr#f r /' eV tef'/�rr.�. co,✓, fo c_ro rg ZfX az2'1117ro,•/ ,moo 41.4 z' Wif-s .9,9oro 7 RVe.es 7' .rez V J' 1 a.sei°t, .0 ��.✓.r�,,ro sus. eTo the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: S 9//4/�.G Name: ,z/ riAs -G Date: l - /R'--d3 Signature: 47% /lel y1t,` ' at rhfi xu Ua' m�; Aurt3fi' t' � Mx!' a.. :wana;;t,1�7 = �, Garth Consultants, Inc. 1 2763 N.E. 1 5th Place, Bellevue, WA 98005 Telephone (425) 643.3780 FAX (425) 6883729 '', �� I l i ill \\ _ ` DAILY OBSERVATION REPORT Job No. 0 6 �s- Page of / , Contractor —C // 6 C '1 Date 9' —// 03 Day Da of Week /� /,�" Y Inspect g Permit No, u v , \ 69-03 — 0 9' 3 �` roject N me .____cA „We/A e..Z COr/Ac0 ` r - S/ ' _S e 6 $9..4 s,>4€ � r - / � G - ^� -/., al- /5' • �U //,ELI , ,L- -/--- CJ✓`u G �'� • - vt , . , /� �i?fv�'c .mac c L. ;z p - ... // 2?' q/ t/ll :: — d • 74 4 . 1 " -Par - , . /I — s AIL-A..._.. - . r i. .- s -c c e /° • ` - , l GiAa_G / , < c /rfl ti ..1, /1 � r� / �t ei i O( .9 0 2 z,- J ,rd ,�s�x - ,n �y ,,,,_ 1,4etee,f_c X2V 3 ..s..f e.- ry � / j � ) / 1 .. .Pi ei K °-- W .. .?:.4 �.? G J' D a a /vP Gas s ,<"- I^ -ervw- -i, AM." s — ci A. or 4 6, .. .�. !/r.^ . I /• A../ " To the best of my knowledge, the work described above complies with approved plans and specifications. ■ Other Reviewed By: Pc9'n 9-v Name: I °S1.4" Date: 9- /A'- -O 3 Signature: , 4;.:.... A atO 2L68 . So P6 X3'77 r4 ::4:4 e) • +e'• i. i Project Number: M -10 Project: Client: Address: REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Starfire Sports Report Date: 8/13/03 Starfire Sports Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Attn: Mr. Christopher Slatt FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) Date Placed: 8/5/2003 Time Sampled: Location of Sample: Grid 1 -4 on line A. Supplier: Target Cement Truck Number: Mix Number: Type I Design Strength: 3000 Time Batched: Batch Size: Slump: flowable (ASTM C 143) Grout Temp: 60 Water Added: Specimen 4 004 -1 4004 -2 4004 -3 4004 -4 Copies to: Test Date 8/8/2003 8/12/2003 9/2/2003 9/2/2003 LABORATORY TEST RESULTS (ASTM C 39) Age 3 7 28 28 Load 4470 5770 Diameter 2.00 2.00 Remarks: Mixed pert part 2.01 (A) of Golder specs . 3 day should be 1500 psi. RECEIVED AUG 1 9 2003 BUILDING DEPARTMENT Report Number: 4004 Ticket Number: Time Placed: 12 : 45pm Air Content: - (ASTM C 231) Ambient Temp: 66 Technician: R. Bosma Area 3.14 3.14 x A Cone Reported by: Strength 1420 1835 B C I o3 -0ci Percent of Design 95% 61% TYPES OF FRACTURES D Cone & Cone & Shear Split Shear Att fo R Samuel Hyatt Laboratory Supervisor Type of Fracture Cl Cl E Columnar Earth Consultants, Inc. Gtbtcchnkat Cnyjtxxrs. Geologists & 13tt1mntn ental Scictttists • Catstntctlen Testing & ICAO / %W,BO Itm ctlott Scnvkccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. /0/467.5' Contractor Inspect i Project Name Page of Date g-- //- �3 Day of Week Permit No. erom -t° Placement Area: Placement location � (g ridlines): . 4/1d �� yr Sd ., i �fov - /3•• Total Quantity of Pour: Other Approved Mix Design Available? 7 Yes Tilt -up Panels SOG o 74— c4440- Per Project Plans and Specifications, 28 Day Strength of Concrete: Method of Consolidation: f ,tee e, -ccv / (cubic yards) A P i2 E - /1 \ row z e vb� �— de'Vg No Mix Design: / 7' Vy Walls Method of Discharge: tree Pump: Other: Numbers of Cylinders Cast per Set: e-7/ Number of Sets Cast: / Grades for Reinforcing Steel: ,6' e__. Verified Steel to be Free of Debris: Yes: ->e No: Verified Steel to Have Proper Ties: Yes: " No: Verified Steel to Have Proper Clearance: Yes: " No: Verified Steel to Have Proper Lap Yes: ?c No: Verified Steel to Have Proper Spacing: Yes: ?� No: Comments: ?/;- /drg e6' /-ed b-- ran -«`f' ��`' .mein. ,�, �� :h A.geel lcei ° ... M,.. . .. q u a 91:1 To the best of my knowledge, the work described above complies with approved plans and specifications. 0 Other Reviewed By:.B'ct1 Date: r- /7 -0.7 sr. 4005 Test Number Test Location Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density ys- / S ere. ct i- /-cot et.... 'Z Dot' E / / ,/ , 7 9:, /o- �� or, - __se e S - cyL ._/ ,fir''/ ,>' - "24.4 ac7 as a4.. ('.« - 2€t.4-. b 97 / //‘ ? /°Z3 /° 3 Ar --e/C ,(1.3 .•4�� /0-,-,‘ 9`�'t / T-7 / i � ^. rI E / / /e7 /e'./ /071/ 9 r8 5 e • ., - ^ /W / / ( t + / / /. g /0 e 5 /O' e t 7'. . tom / .•••• t . • • • • / . � - / d . 3 � 9 j / ?e fr 7 2e4( may, ,,ear' 1.44 ,E /ft e e7 //, 3 / v 7 , 6 .96 .3 g / r er L,/t7 /0.3 707,e 4'6.S Project General Co ractor Earth Consultants, Inc coolcchnlcal Engineers, Geologists & [mtra Imam! Seim Acts crnlstrtctk>,t TcstIng & ic.no / WADO InspactkJn Scnlccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 DAILY FIELD REPORT Grading Contractor FipRep. Time Oh Site Travel Time Job Location 2'''' /� /'�i/ 7.<71b.ly74Iu -- General Cdntractor's Superintendent _SG- � s Grading Foreman Job No. A4106 7g Time Off Site Miles Hrs. Charged Page of / r Date o Visitors Client/Owner Received Unchecked By Checked By Report No. Day of Week Date Are approved Plans/Permits on -sit Project No. Permit Yes ❑ No DO3 o7.1 If No, contact the building department or explain below: I COPY TO: CONTINUED ON NEXT PAGE ❑ I AUu 2'3 % U3 Supplementary Report: C'.2 - 7 ..,-- -- ma 'el^ 7457 h - _I - rr7I7a ,- ,— � 44cs'if �sr re.1 4. d oto / - - z.r.A. a 7 / , 1 4/X M -f r Act /t,-e r'/L' .e--Ws f' .. - / S� �/ oL / �'CtS e... car j'% q v, fr' -# _s-).4.,e) � 'S ,4.. V r �� a/ u, opA s re/ A 0 _S7 lc" Ic c i' e •/ / J/X -S / c45,4 / o d �ev`€e- _ �- ,+ e �� `� e Z �.r S' t i"*- � -r c, l G /�.� �o� s c.cr rL � �v s �^ ll ll � rr -- ,, . P∎ .��r ,A. .ltt i / �iZt 7 c4)./-74',- 2 -_.2 ree-4-974 f Of-e,A cktiw...•- e,A rn. - c,-•`., b-r— cz>-7 p*.cotree ar/ a Puto �Jl� rc -u-v f �� or, - __se e S - cyL ._/ ,fir''/ ,>' - "24.4 ac7 as a4.. d' 4 /Gtr c, cc F ew rG ., - -- ,1.::. de Project General Co ractor Earth Consultants, Inc coolcchnlcal Engineers, Geologists & [mtra Imam! Seim Acts crnlstrtctk>,t TcstIng & ic.no / WADO InspactkJn Scnlccs 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739 -6670 FAX (425) 746 -0860 DAILY FIELD REPORT Grading Contractor FipRep. Time Oh Site Travel Time Job Location 2'''' /� /'�i/ 7.<71b.ly74Iu -- General Cdntractor's Superintendent _SG- � s Grading Foreman Job No. A4106 7g Time Off Site Miles Hrs. Charged Page of / r Date o Visitors Client/Owner Received Unchecked By Checked By Report No. Day of Week Date Are approved Plans/Permits on -sit Project No. Permit Yes ❑ No DO3 o7.1 If No, contact the building department or explain below: I COPY TO: CONTINUED ON NEXT PAGE ❑ I AUu 2'3 % U3 Earth Consultants, Inc Gcotcchnl al Engineers, Geologists & I 1rotunaual SC1c1acts • Got ltlrt 1k l Testing R ICDO / NAOO Iiw Sakai Seniors 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643.3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. x /06 7S Contractor s2 Inspecto Page of Date Day of Week ATet Permit No. 4 99 - Project Fame sir 1 ) Placement Area: Placement location (gridlines): e t 4Gj� i Total Quantity of Pour: /e'f (cubic yards) Approved Mix Design Available? >Yes No Mix Design: ., 3 V Per Project Plans and Specifications, 28 Day Strength of Concrete: ' - 7 9 , "1,4-e..4.44..41. t ?'41.../ v>. / Method of Consolidation: Footings Other Tilt -up Panels SOG Method of Discharge: Direct: um Other: Numbers of Cylinders Cast per Set: `� Number of Sets Cast: / Grades for Reinforcing Steel: 6 O Verified Steel to be Free of Debris: Yes: '7 No: Verified Steel to Have Proper Ties: Yes: `7c No: Verified Steel to Have Proper Clearance: Yes: 7C No: Verified Steel to Have Proper Lap Yes: 7e No: Verified Steel to Have Proper Spacing: Yes: >C No: Comme >eci A le � /0 o the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By: , 2oh 9��,�► Date: r' /7-03 r • Name: Signature: G C2 . °S 'S 9 7 4009 Ht d !PSNf!rXfS\�M4Y<:*+A'�Y.1'4tt+Y W:h4 Test Number Test Location E C. ,'/ Et-a 4- Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu. ft. Fill Moisture % Test Dry Density lbs. /cu. ft. % of Maximum Dry Density 97r / -SCX! o. " i� Jei e: ° C2.4A -C mot/` S tot " K c1�� /' ? o 1 E q9, ► is'•s 46'• Y R . /A /7 • g /0 / /2 - 46 9'S.- 9 96.3 ' .- c �T g'''. '-f /Q • g /9 s idi;; J i 'tin g',. /e' cA / /0,9- 7 //7 9g / � g 1.01. o /vs.1 /os, /OP / do,'- 9 q. 3 to /o. 0 /03,5- /c:n›t- ss V& of • baz id F i C91-00 /,6, g qs', 0 qs g A • —A r /4.. i ' 3.'V 93 S Supplementary Report: Nuc'leaf 04-q`� A S = a3$-G AA S = S-c> 691 s ,.P-- G�1 � c � 4 " .e , P_Q,z-- cc�'• a�- e (), C 7 $ " ,r cC-e■ ,4 4/ e/ ,2 -' " G --0 4,a " i� Jei e: ° C2.4A -C mot/` S tot " K c1�� /' ? . � / er ; / f/ b ie �iz�1� L/ 'ice " � c449, e � �e�. /° /�- / /.ca+l m-0,- ;� . /A ' �,,_ :..1 .,.. •i 1, .. ...,. idi;; J i 'tin Project s Pl^e— Earth Consultants, Inc Gcotochnlatl Etglnecrs, Gcok g sts d nivIraunauai Scientists GrnusuuctIon Testing & ICDO / \%A1iO Insrzction Scr\icss 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643-3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 DAILY FIELD REPORT General Contractor 50 De cats Job Location Grading Contractor Field Rep. Time Tim7Z Site 7 .SOD Travel Time General CorStractor's Superintendent Grading Foreman Job No. Page of ftil/tb67.. Time Off Site 3�3v Miles Hrs. Charged Date g- Iq-o3 Report No. Day of Week Weather C Visitors Client/Owner Received Unchecked By Checked By Date Are approved Plans/Permits on -s Project No. Perm s ❑ No If No, contact the building department or explain below: COPY TO: CONTINUED ON NEXT PAGE ❑ At''blmAMIrl 'F?Otidt ,0"-' 'i0.✓,M R,te,ef;P :x a',,, ; s • k +? }S y. ;,yr < ft x :v`''im ` i r 'n.:.� "r r.... ;;t u . nYf' Tom: FA k w��e�wn 'ii5 /' �.4 �V•f ii h YVy v.;'. w w. Oftl '. s 11 .1 ;1`,riY1°ix:'M,`.CrrigRMWf' Project Number: Project: Client: Address: Attn: Date Placed: 8/12/2003 Time Sampled: Location of Sample: Supplier: Truck Number: Mix Number: Neat mix, sack Design Strength: 3000 Time Batched: Batch Size: Slump: Flowable (ASTM C 143) Grout Temp: 60 Water Added: Test Specimen Date 4006A -1 8/18/2003 4006A -2 8/19/2003 4006A -3 9/9/2003 4006A -4 9/9/2003 REPORT OF GROUT CYLINDER TEST Earth Consultants, Inc. Starfire Sports Report Date: 8/25/03 M -10675 Report Number: 4006A Starfire Sports Starfire Sports 6840 Fort Dent Way Tukwila, Washington 98188 Mr. Christopher Slatt FIELD TEST CONDITIONS AND RESULTS (ASTM C 31) LABORATORY TEST RESULTS (ASTM C 39) Age 6 7 28 28 Load 8610 9440 Ticket Number: Time Placed: 3:00pm Diameter 2.00 2.00 Area 3.14 3.14 Remarks: Row #2 soild nails grids 1 -6, A -B.7 elevat 28.5. Mix on site per Golder specs. Copies to: In-oct - 5 Air Content: - (ASTM C 231) Ambient Temp: 80 Technician: R. Bosma x A Cone Strength 2740 3005 Percent of Design 183% 100% S Ia rats C !Ai :rss ,TX SET, - ':%3 TYPES OF FRACTURES n B C D Cone & Cone & Shear Split Shear Reported by: .Bfr fa4 Type of Fracture Cl Cl E Columnar Samuel Hyatt Laboratory Supervisor Earth Consultants, Inc ti i c cutccltnkal MgIntxxs Geo toasts & Dttira>tvnavttal Sc1(110ms Construction Tasting 6 ICI30 / Nn00ltmcctkrl antis 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746 -0860 REINFORCED CONCRETE OBSERVATION REPORT C• I ..., Job No. Contractor Inspector r c C44.7( sP Project Nam Si ip - S ,'RTs Placement Area: Foo gs Other Tilt -up Panels SOG Walls Placement location (gridlines): Jr s,✓$1c llotc ,..rrdc ea 1.✓,4-ec "F ; ',rai, /3ti Total Quantity of Pour: /( (cubic yards) Approved Mix Design Available? * Yes No Mix Design: /9S'$/ Per Project Plans and Specifications, 28 Day Strength of Concrete: 2.000 PST Method of Consolidation: /AC�s4ethr,9e- azZ?",¢7= Method of Discharge: Direct: } Pump: Other: Numbers of Cylinders Cast per Set: r Number of Sets Cast: / Grades for Reinforcing Steel: to a Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Yes: Yes: Yes: Yes: Yes: de No: No: No: No: No: Comments: 2iT ,a// D,✓j - 2 - �� - �C �riL� /�tT �i✓t^.rt ��.��.+ad�T. CV 1; C4v7. .9,.49 Ps /1" d, l: Co.✓at'e7r ,afi CiYuTri9.J C-4r/.eL,��re ,PE - g?./~ z .e tern icir.9-7ta.. , 9 & 76 0 z,✓ritcrtue 4' .e/ efeco,Q"r 4067-01-J 4 ' c.✓F e s s, 77'e'' 4.t ✓ L e ir" r , ��7F.P ,fir G.rleg, cw ,•01_ f3" Z./7 ,W 7X/e [if the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed By:,B'41. 41/�L Date: - 2 r -o 3 Name: Signature: Page of / —/ Date 7ZZ - Day of Week Permit No. ctL ? O 3 4234 Earth Consultants, Inc. 12763 N.E. 15th Place, Bellevue, WA 98005 Telephone (425) 643-3780 FAX (425) 688-3729 DAILY OBSERVATION REPORT Job No. "1141 /06 75" Contractor ac lnspec Project Nakie Page of Date g Day of Week Permit No. — 0,3 A. , AA v )e c / 5- A .de , --1 cjy-ot cc-' c:2,e "e-/e7t,i,,, t` t..-'t 4 y ac,74t4 ot c X (....,-, S"-A c4. cr, " . cw l i elie C.44,yla c4 , Z,- -- ;7z &.-A c-cA/ 7-19-t4A ziez A Ve _scr7. __S er-40-ears ,Z-c .1-e ,4 oue-fe/ cl,a c(-e/Kelt de., 7 rte-e-1/ cs1-eesuS 7 6e A7, ), - S e( --5'6ecedii3OviS - err Ire( er.e.s s , ,e44 ebtrv-d47 "F.," 5" retch s the best of my knowledge, the work described above complies with approved plans and specifications. D Other Reviewed By:196N //".I.A, Date: r-,a--03 Name: ' Signature: 'Qr•ropo OW, 2360 Earth Consultants, Inc Gootccltnlcal Engineers, Geologists a Pmlrotuttauai S&iaulsts Catslnctfat Testing & ICAO / N, \IlO ltigtoctlott Services 1805 136th Place N.E., Suite 201 • Bellevue, WA 98005 Bellevue (425) 643 -3780 • Toll Free (888) 739-6670 FAX (425) 746-0860 REINFORCED CONCRETE OBSERVATION REPORT Job No. A/06 As Contractor Inspector Project Na e Page of Date e - et 3 Day of Week Permit No. SWe,cTt°F »A• 5 Placement Area: Footings Tilt -up Panels SOG Other , - 6.0B(- ,fie si Placement location (gridlines): &76- z)4 -7,R .loiT t ees G44.0e G , r F/y // Total Quantity of Pour: Z/_ -S (cubic yards) Approved Mix Design Available? Yes No Mix Design: Per Project Plans and Specifications, 28 Day Strength of Concrete: -3 360 P- 'S Method of Consolidation: ECA'.t/2 ?,9c e/ 4 Method of Discharge: Direct: , Pump: Other: Numbers of Cylinders Cast per Set: 9 Number of Sets Cast: / Grades for Reinforcing Steel: ao ,a-►7-0ir6" Z8-lo/ Verified Steel to be Free of Debris: Verified Steel to Have Proper Ties: Verified Steel to Have Proper Clearance: Verified Steel to Have Proper Lap Verified Steel to Have Proper Spacing: Yes: - Yes: '— Yes: 1- Yes: /c Yes: No: No: No: No: No: Walls eCz /^/'¢-r #7■f C r/c rt Re-T- �F;ytcr.✓G G44s .1= .t.Cri°ezr 7a GPe7P 7a ,PE zev,. CCe//A'.Q, ee - .wpb - Ln- -- 0 s )/e 7v .%'‘.3G4- .9440 vii e575t- '6 a-rew Cc. fel'ea -J his7 f��.•Cs'/�. �>°e s� (To the best of my knowledge, the work described above complies with approved plans and specifications. ❑ Other Reviewed Byrn Date: r 2 -03 s' _. Name: s o06 /e l - � -er4/ "'Signature: a 4235 2362 0 Earth Consultants, Inc. 1 2763 N.E. 1 5th Place, Bellevue. WA 98005 Telephone (425) 643.3780 FAX (425) 688.3729 .e/ /3 mac/ -4e- ` o/ 44€ s or /6 .$ of.40/71.7r a ,►yf.�N, . C v� Job No. /0675 Contractor DAILY OBSERVATION REPORT Project me .�.— ar ea vwk. S'c'/V was /k - . - s # .,t. /2 £)6 441, -e( 7w , e/ s.>7 4h ;e4 c't -et-f ,4i Ce 147 G . / Y c- I? r't+ o/ 01� d / of t ) j eeZolS 3 3a N 0-e-t n 0r104 ,4//e' ' C �i✓vnS �O c gG�s Oe-e-6 j "S _ /0/ -- c /� SS rec %ed cu e pt-, � /� -s / /a C4- 4) ./�--r r %�If ,J'( /4.ee i Y / ' 4/74 .■ / c/' . - ? ?A / Aas 7 ,e/t 2.47 f ' s " / , a is v c o�, cu• heA - C' r �e� tety.../.1 e �r/`e/' -- t o ? ccA -t,tyl . ` r d / %C ' — /? ' 1/�e S r� a-s wee( 7 s o) s- A- .>44x.e 0' ,A-40 Page of 7 Date Permit No. ip 0'03- oq3 VA Day of Week e .� -e. /1. e ye 5.3 AYS e — / 40e£4eed a /'e /f/l /4iG SIT f /15 .-• ?" ri -e dzewd.A.9 ,,gal dye mss /9 - .e ,kS v,�y�aw ..ccra- ,/i,✓t� 9 &." ,L o the best of my knowledge, the work described above complies with approved plans and specifications. `❑ Other Reviewed By: Sa k. c/4/ .al Date: r t k"--d 3 o 4os 06 Ss'? .,pnw.w�w.re.�s^ a�Y �av .— .w. i.srr �.;� i.tieee Description of this Addendum: Location of Proposal: City of Tukwila CITY OF TUKWILA MITIGATED DETERMINATION OF NONSIGNIFICANCE (MDNS) ADDENDUM Description of original proposal: Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director The proposal was for development and improvement of former Fort Dent Park for athletic field and supporting facilities. The entire project includes construction of 74,500 square feet athletic building with two indoor soccer fields, restrooms, locker rooms, offices, pro -shop, training facilities, food concessions and other support functions; construction of a cover over an existing grandstand; construction of a maintenance building; addition of synthetic turf to four existing soccer fields; and development of three new synthetic soccer fields. Total estimated cut and fill quantity for the entire project was 11,000 cubic yards of cut and 11,000 cubic yards of fill. The original SEPA checklist estimated approximately 11,000 cubic yards of cut and 11,000 cubic yards of fill for the entire project. The total cut and fill quantities were revised to include approximately 18,542 cubic yards of cut and 17,165 cubic yards of fill. Approximately 1785 cubic yards of this fill is proposed to be relocated to an approximately 400 feet by 85 feet area east of the ballfields. Proponent: Starfire Sports Christopher G. Slatt, President and CEO Lead Agency: City of Tukwila The project is located in Fort Dent Park, east of Interurban Avenue and north of Fort Dent Boulevard in Tukwila, Washington. SW %4 Sec.13 Twp 23N Rge 4E File Number: E03 -009 The City has determined that the addendum does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(C). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. The original MDNS was issued May 21, 2003. This addendum is adopted on September 18, 2003. Steve Lancaster, SEPA Official for the City of Tukwila, Washington. 6300 Southcenter Boulevard Tukwila WA 98188. (206) -431 -3670 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206.431 -3665 ,4:� isfa::"u„'•'�' {�;': - , :;; i i?' e.}: �� {14.i ".v1Ld�`u�.'J:'•h'`&iti: •:+r++�e+.y:2� +wh+ur.R.n YY BRUCE DEES & ASSOCIAI Landscape Architecture • Urban Design Site Planning • Recreation Facilities Design March 10, 2004 Ms. Minnie Dhaliwal City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -7141 Dear Minnie, I am writing in response to your comment dated December 17, 2003 regarding landscaping for this portion of the project. One comment involved the 4 trees located at the north edge of the project that were approved for removal during the Design Review process. Demolition and tree removal is addressed on Sheet D1.3. That sheet has been revised to include removal of (4) trees as agreed in the field and presently constructed. A second comment concerned additional trees planted around the pond as shown on the Design Review application. At this point, we do not propose providing additional trees • around the pond. After further consideration we concluded that the extensive existing tree planting provides adequate screening and character for the pond and that additional trees would not significantly enhance these qualities. Therefore, the revised planting submitted on 12/12/03 reflects our current proposal for planting in this area. If you need further clarification, please let me know. Sincerely, BRUCE DEES & ASSOCIATES J.( Jud Youell, Project Manager RECEIVED CITY OF TUKW ILA MAR 1 12004 Job No. 107 -01 -04 RE: Starfire D03 -093 CORREC LTR# TO TV1S1ON NG 7 222 East 26th Street, No. 202, Tacoma, WA 98421 (253) 627 -7947 FAX (253) 627 -6661 Web Site: www. bdassociates.com Bruce Dees, FASLA, Principal Ruth Ann Allen, Principal Shawn Jensen, Associate Doi- 043 .iisui; ;x b �.; li G; W31ti i aiixs; • ••it A.�a�i '�. March 25, 2004 Mr. Jud Youell Project Manager Bruce Dees & Associates, LLC 222 East 26 Street, #202 Tacoma, WA 98421 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #2 to REVISION #7 Development Permit Application Number D03 -093 Starfire Sports — 6800 Fort Dent Way Dear Jud: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time, the Building, Public Works and Fire Departments have no comments. Planning Department: Minnie Dhaliwal, Planner, at (206) 431 -3685, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Ge " e7 , goteeZ --V %C` C c/ StefanidSpencer Permit Technician encl xc: File No. D03 -093 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 December 22, 2003 Mr. Jud Youell Bruce Dees & Associates 222 East 26 Street, Suite #202 Tacoma, WA 98421 RE: CORRECTION LETTER #1 to REVISION #7 Development Permit Application Numbers D03 -093 Starfire Sports — 6800 Fort Dent Way Dear Jud: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Public Works, Fire, and Building Departments have no comments. Planning Department: Minnie Dhaliwal, at (206) 431 -3670, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefan(' Spencer Permit Technician encl xc: File No. D03 -093 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 wli :t;.al.'Ly';Rtsf�r«m;Lbi;.'vd : "' .. , '�uaivT35 .' i.L: si • °? `7#+at',11.14 Ltwt43cwu`: QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 S37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 5-1. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 5 TPr Z$ J (4 SPost<TS PERMIT # � 3 —Og3 /ptv <3 -o3Co 1. APPLICATION BASE FEE 665 2. Enter total cost for each improvement category: General Erosion prevention Water Sewer Storm water Road /Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5°k of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount of $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) Approved 09.25.02 Revised 03.18.03 b5...oq3 Revised 05.13.03 Na .�(�f'. tl l 'lS!�IfFKG!b` t 7Yi•;h.". .v atw `. 1 34'2 - 4, ? .>24 r) (: 41, OS )1 5. GRADING Plan Review and Permit Fees $ - 7 "� i- (5) Enter total excavation volume /4, 044 cubic yards Enter total fill volume 4 3So cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION /0 (1 +4 +5) $ /d, 5 — The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. ._? c700 q52 6' $ /0,0261,5S (4) CORRECTION $250 (1) nt Y QUANTITY in CY RATE 50 or less $23.50 51 —100 $37.00 101— 1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1s 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1s 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) S2.50 2 -1 (10 %) S1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 2 PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 4'..j +. 6. Permit Issuance /Inspection Fee 1 (B+C+D) � �l + c_ 7. Pavement Mitigation Fee ' _, .: , $ / 2, 0260, 3c , (6) $ D ( The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. 371,00 (8) PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS z • A. Water Meter — Deduct ($25) . _ B. Flood Control Zone ($50) 5cc,00 re w C . Water Meter — Permanent* (/= ►.rc\sa� P,�(Lmvc ) 6 D D. Water Meter — Water only* o o E. Water Meter — Temporary* co * Refer to the Water Meter Fees in Bulletin 1 ao co i . Total A through E $ So --- (9) u) u_ w 10. ADDITIONAL FEES g A. Allentown Water (Ordinance 1777) $ u- B. Allentown Sewer (Ordinance 1777) $ w a C. Ryan Hill Water (Ordinance 1777) $ I-. w D. Special Connection (TMC Title 14) $ z i_ E. Duwamish $ z o F. Storm Drainage Mitigation $ ILI • al G. Other Fees $ n o TotalAthroughG $ (10) oS o F— w W ~ r- DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ / i — z ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE o O ~ This fee includes two inspection visits per required inspection. Additional inspections (visits) z attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 3 c7ld» 4 / 13 / 0 3 .. .. _. ,... 1 ;:.2.ti:iS1;;41.14.1U., :11. • yrb4Ct�i:�Yn.Yk: t(ciS'Y�e� .A^ z _I- `~ w re 00 to 0 J w g 5 u_¢ tn � = I- U- z � I- 0 Z F- W U This letter is to inform you of corrections that must be addressed before your development permits can o N H- be approved. All correction requests from each department must be addressed at the same time and w w reflected on your drawings. I have enclosed comments from the Public Works Department. At this time, H H the Building Division, Fire Department and Planning Division have no comments. Z U= O June 12, 2003 Jud Youell Bruce Dees and Associates 222 East 26th Street, Suite 202 Tacoma, WA 98421 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER 4. Starfire Sports — D03 -093 6800 Fort Dent Way Dear Mr. Youell: Please address the attached comments in an itemized format with applicable revised plans, specifications, anti /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3670. Sincerely, encl Brenda Holt Permit Coordinator e: File No. D03 -093 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 440 ,14*.;'4tt{;41iS ; :A'id+n #i4t''' '44{4 ' .4* z Memorandum From: Jim Hanford Re: Starfire Sports at Fort Dent Park Grandstand Building Permit D03 -093 Submitted ' 4e .r 'p(�3ff� Dear Brenda: 1 Please call me if you have any questions. Sincerely, im Hanford Project Manager Carlson ff 1� yy ili�:. T l N4 1. 4 �• ..�t:'i1!�r cc: Chris Slatt, Starfire Sports Project No: 2002 -15 Jud Youell, Bruce Dees and Associate Date: June 10, 2003 To: Brenda Holt Company: City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 (206) 431 -3670 phone (206) 431 -3665 fax File Ref: Memo 06 -10 -03 - Separate Canopy.doc We would like to remove the new grandstand canopy from this permit submittal. The grandstand canopy does not meet the current height limit — we intend to resubmit the canopy as a separate project following approval of the height limit changes. The foundations for the canopy will still be constructed under D03 -093. The change is that the steel columns and roof structure, joists, decking, and sheet metal roofing should be removed from this project and that work will be resubmitted later. RECEIVED cITY OF TUKWILA 1 < PERMIT CENTER Do3. 013 Carlson Architects PS 2111 Third Avenue Seattle WA 98121 Tel 206 - 441 -3066 Fax 206 - 728 -4661 STARFIRE SOCCER COMPLEX PLANNING DEPARTMENT REVIEW COMMENTS 1. A Mitigated DNS (E03 -009) was issued on 05/21/03. z 2. Zoning Code height amendment is in process by the City. a z w cc PUBLIC WORKS DEPARTMENT (GENERAL) REVIEW COMMENTS Comment responses listed on comment sheet provided by City. i o u) o . PERMIT D03 -093 SUMMARY OF PROPOSED WORK J i U) w Work under this permit includes constructing two new synthetic turf soccer fields w o with associated grading, storm water drainage, sanitary sewer, paving, retaining g walls, water main, meter and fire hydrant installation; fencing, planting, seeding u- a and irrigation. = a I--w z = PUBLIC WORKS DEPARTMENT (STORMWATER) REVIEW COMMENTS ~ 1. Back -up power issue will be addressed in TIR report w o 2. TIR will be provided to the City. ? o 3. Flood Zone permit will be applied for. o N 0 (- P UBLIC WORKS DEPARTMENT (UTILITIES) REVIEW COMMENTS = w Sanitary Sewer System: Issues raised will be resolved and documented in future 1-- P permit. z o Water System: Issues raised will be resolved and documented in future permit. o U, i-- = PUBLIC WORKS DEPARTMENT (TRAFFIC) REVIEW COMMENTS z ~ Comments have been addressed in revised traffic report submitted 05/01/03. CORRECTION LTR #� CIT Y R OF E i UKw n M AY 2 8 2003 PERMIT CENTER �0 -0 � +rtarm,. +,�rmtt May 27, 2003 Ken Nelsen Senior Plans Examiner City of Tukwila Tukwila Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 Dear Ken, Carlson Re: Review Comments - Starfire Sports — Canopy Structure — D03 -093 The following is our response to your Review Comments dated May 14, 2003. We have revised drawings pertinent to the comments and included copies of the revised drawings. Cl'►'y _F Y� IIA MAY 2. PERMIT CENTER 1. The total exit stair width and ramp exit width from the accessible viewing level is significantly less than required for the entire exiting stadium seating. Revise the plans to accommodate the additional ramp and stair width requirements per U.B.C. Section 1003.2.3.2. The plan has been revised to include an additional accessible ramp at the east end of the grandstand along with two additional exiting stairs located at each end aisle. 2. Provide a minimum of one additional accessible ramp for the accessible viewing level in compliance with Washington State U.B.C. Amendment Section 1103.2.3. The plan has been revised to include an additional accessible ramp at the east end of the grandstand. 3. Identify how a method for providing assisted listening devices to accommodate the requirements in Washington State U.B.C. Amendment Section 1103.1.2.2. The project will include assisted listening devices as required. 4. Identify if any new lighting or additional lighting will be installed under the canopy areas. Should new lighting be installed, document it's compliance with the Washington State Energy Code. C a r l s o n A r c h i t e c t s PS A r c h i t e c t u r e & P l a n n i n g 2 I1 I Third Avenue Seattle Washington 98121 'Telepho 206 _l.l I 3o66 Facsimile 20 7 4661 No new lighting will be installed other than that required for emergency exiting. Please let me know if you require an additional response or clarification of any of these items. Sincerely, PliaaLe Mark Withrow Carlson Architects attachments: 4 copies of each of the following revised sheets: A -2.1, A -2.2 and A -3.1. s ...•,'. t. za.e...�L�.:- ar " ✓.GMi;ti.d BRUCE DEES& ASSOCIAI t5 Landscape Architecture • Urban Design Site Planning • Recreation Facilities Design May 27, 2003 City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 -2544 To Whom It May Concern: Please let me know if there is anything else you need. Sincerely, Bruce Dees & Associates f Jud Youell, Project Manager JY:cng __RECEIVED OF Tl1KWq.4 MA Y 2 8 2003 PERMIT CENTER Job No.: 107 -01 -04 Enclosed are the following items for the Starfire Soccer Complex project: 222 East 26th Street, No. 202, Tacoma, WA 98421 (253) 627 -7947 FAX (253) 627 -6601 Web Site: www.bdassociatos.com Bruce Dees. FASLA. Principal Ruth Ann Allen, Principal Shawn Jensen. Associate RE: Starfire Soccer Complex 1. Four (4) copies of the `Preliminary Bid Set' Project Manual. 2. Four (4) full size sets of the revised Grandstand Canopy Permit Submittal drawings (D03 -093). l�u May 22, 2003 Jud Youell Bruce Dees and Associates 222 East 26th Street, Suite 202 Tacoma, WA 98421 city of Tukwila RE: CORRECTION LETTER #1 Starfire Sports — Canopy Structure — D03 -093 6800 Fort Dent Way Dear Mr. Youell: If you have any questions, please contact me at (206)431 -3670. Sincerely, t Permit Coordinator encl c: File No. D03 -093 Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permits 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 Division, Planning Division and Public Works Department. At this time, the Fire Department has no 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) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 STARFIRE @ FORT DENT 5/14/03 Comments from Ryan Larson, P.E., Senior Stormwater Engineer Storm 4- z cc w Back -up power - That Starfire should as part of their drainage review of the site D determine if backup power for the pump station is needed. If backup power is o needed then we will need to determine who pays for this upgrade. co 0 , co w J 1.. Flooding - The majority of this area is within the 100 -year flood plain. Flood co u _ maps have been provided to Starfire. w 0 Provide storm report - Only conceptual ideas have been discussed so far. A g zi detailed TIR is required prior to final design acceptance. c a = Flood control permit - A Flood -Zone Permit will be required and any structure z i_ must be built a minimum of 1 -foot above the flood elevation or flood proofed the z o to two feet above the flood elevation. Flood proofing the building may be done uj by either preventing flood water from entering the structure or by allowing it to D o enter the structure as long as all materials 2' below the flood elevation will not be o D- damaged by flood waters. If flood water entering the building is chosen as the w w method of flood proofing, a variance from the council will need to be obtained. 1- �. L U = 0 ~' Z :�1:1f «i�It'N ;y 3t3 ?Itklk�uiidt4fi'tYt sL' = u. STARFIRE @ FORT DENT 5/20/03 Comments from Mike Cusick, P.E., Senior Water & Sanitary Sewer Engineer Sanitary Sewer System The existing lift station was rebuilt in 1999. The design report prepared by Gray & Osborne, Inc.'s civil engineers stated the capacity of the lift station is 260 gallons per minute (gpm) with a design flow of 250 gpm. The designer for Starfire, Essayons Consulting Engineers, estimated the flows from Starfire soccer facilities to be 150 gpm design flow. The options to increase the capacity are: 1) Design and construct a new lift station with larger pumps and wetwell to handle the 400 gpm flow. 2) Design and construct a new lift station, wetwell, and force main. The existing 4" force main may be too small for the increased flows from Starfire. 3) Sanitary sewer flows may require a new 6" force main from pump station to the Metro line. Water System Fort Dent Park is served by a 6" deadend water main mounted in the bridge crossing the Green River. The 1999 Comprehensive Plan for the Tukwila water system lists the capacity of the deadend 6" line to be 1529 gallons per minute. This flow meets the requirements of the Tukwila Fire Department of a minimum flow of 1500 gallons. The major issue with the 6" dead main is there is no redundant water source for the proposed facilities if the existing 6" main were to fail. The existing water system needs to be "looped" back to Interurban Avenue to provide the site with a redundant water source. To obtain 1,500 gpm fire flow, the existing 6 -inch water meter needs to be upgraded to a 6 -inch (FM/UL) rated fire meter. Conduct water meter flow test and submit results to the City. First, verify size of existing water lines. As- Builts show the existing mainline to be 8" AC. Provide note on water plan sheet for caution and describe method of installation. City of Tukwila De • artment of Public Works To: Steve Lancaster, Deb Ritter From: Cyndy Knighton } .. -� CC: Dave McPherson, Brian She on Date: May 19, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03-012 Public Works will require SEPA conditions as follows. • Onsite parking is deficient for all uses beyond daily typical use and will be handled through parking management techniques and parking agreements on an event basis; • Agreements made to conduct future monitoring and study of the Starfire Sports Complex's impacts, including, but not limited to: • trip generation • parking generation and parking demand/usage • park usage • average vehicle occupancy • `special events' Concurrency issues such as intersection level of service analysis, trip distribution, and impact fee calculations will not be required prior to issuance of the SEPA determination. \ \tuk2 \voI I \pubworks \cyndy'development review \tia memos by permit # \e03 -009 starfire sepa 5-19-03.doc z w re 2 _1 00 u �. _ W i = u 0 ua to � I 1- Lu The following comments reflect our analysis of the Starfire Traffic Impact Analysis submitted by w o 0 The study needs to better articulate the variable conditions of park use; i.e., worst case, typical or o F .. average case. The typical case would involve full use of the facilities and fields as reflected in Table = v 3 on Page 11. The worst case would involve the typical case plus occupancy of the 1600 -1800 bleacher seats. — z w The traffic analysis must evaluate both weekday and weekend conditions. 1 The trip generation and parking generation are inconsistent and have used different assumptions. To: Steve Lancaster From: Cyndy Knighton, Brian Shelton CC: Dave McPherson Date: May 14, 2003 Re: Starfire Traffic Impact Analysis E03 -009, L03-012 Entranco dated April 29, 2003. c: \windows\temp\e03- 0091.doc City of Tukwila Department of Public Works Any assumptions regarding time restrictions on Field No. 1 bleachers and special events should be documented in an agreement between the City and Starfire. The estimate of average weekday peak hour traffic of 70% of worst condition needs to be documented. Without adequate documentation, the peak hour volume should be revised to 365 trips (376 trips —11 trips). The 3 Paragraph on Page 12 needs to be revised to correct the number of net new trips commensurate with previous comments, correct the number of trips on the Green River bridge to 114 which is comprised of one -half of the eastbound and westbound trips on I405 and all of the trips from the south via West Valley, and increase the number of trips to 13 at West Valley and Strander. A network distribution diagram should be provided to better clarify and understand the traffic distribution. The LOS analysis needs to include the intersections of West Valley and Strander, West Valley and Longacres Way, and the future new intersection of Tukwila Parkway extended and the new I -405 eastbound on -ramp. ' Sla4, Y" „b The discussion on Page 13 that assumes HOV volumes to be 15% of total existing volumes needs to be justified and documented. The methodology and reasoning for the HOV adjustments is unclear and requires clarification. The LOS analysis should be revised to reflect the corrected traffic volumes. The summary on Page 17 should be revised to state that 376 trips will be generated in the typical or average p.m. peak hour condition. The section of Project Parking should be revised to state that agreements, acceptable to the City, addressing needed parking and shuttle service will be provided by Starfire prior to receiving Certificate of Occupancy. A followup study will be required that involves monitoring traffic conditions for an extended period of time to ascertain the accuracy of the analysis and the possible need for additional mitigation. The specific details of the followup study are to be determined and will include, but is not limited to, total trips in and out, parking usage, number and type of fields in use by time and day, trip distribution, average vehicle occupancy, special events. c: \windows\temp\c03- 0091.doc e a ,na 4xi7: 41 ,A tea., May 14, 2003 Cizy of Tukwila Jud Youell Bruce Dees and Associates 222 East 26' Street, Suite 202 Tacoma, WA 98421 RE: Preliminary Review Comments Starfire Sports — Canopy Structure - D03 -093 6800 Fort Dent Way Dear Mr. Youell: The Tukwila Building Division, Fire Department and Planning Division have completed their review of the application materials you submitted on March 21, 2003. The attached comments and/or corrections must be addressed before we can recommend approval of your permit(s). Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Please be aware that you may receive comments and /or corrections from other City departments, as well. When you re- submit your corrected plans to the Permit Center for further review, your re- submittal must respond to the comments of all City departments at the same time. You will know when you have received the comments of all departments involved with your project, when you receive a "Correction Letter" from the City's Permit Coordinator. The Permit Center cannot accept your re- submittal until after you have received the Correction Letter reflecting all departmental comments and /or corrections. In the meantime, if you have questions regarding the attached Building Division comments and /or corrections, please contact Ken Nelsen, Senior Plans Examiner, at (206)431 -3676 or the Planning Division comments and /or corrections, please contact Deb Ritter, Senior Planner, at (206)431- 3663. If you have other questions regarding the status of your permit application, please contact the Permit Center at (206)431 -3670. Brenda Holt Permit Coordinator encl fita- xc: Ken Nelsen, Senior Plans Examiner Deb Ritter, Senior Planner File No. D03 -093 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 ,.x seaama�+.r, Department of Community Development 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 Phone: (206) 431 -3670 Fax: (206) 431 -3665 Fax To: J LAJ'( YOUta-■ Fax: Z &z_1- 6 */ Phone: Re: 64-ta.Fiot 6PDv13 From: Date: Pages: ❑ Urgent ❑ For Review ❑ Please Comment ❑ Please Reply ❑ Please Recycle •Comments: -Hie. Pp rti Ape, W1/.0 AA, C teed*A 4 friM1 L 04 rte,oi eJ..) a�- nut rite 11 a,li.e_ Fie oi ayebakt pyi2 City Of Tukwila frbuLL friar 5-14 -05 1-hut/r/L vtiva) t;1/1 ukke- Ya.44," "1,; a , G4i'• +w+C"� arc. i!4 ' aGYl,Rb'97Area March 26, 2003 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 City of Tukwila Dear Mr. Swanson: Department of Community Development Steve Lancaster, Director RE: Structural Review Starfire Sports Canopy — D03 -093 Concession Building — D03 -094 Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free to contact,me.at;(206)43.1 -3672. Sin9erely, Brenda Holt, Permit Coordinator encl xc: ` pe mit'File`No. D03 =093 ' Permit File No. D03 -094 Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Reid iddleton June 6, 2003 File No. 26- 03- 005- 006 -02 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Starfire Sports Canopy (DO3 -093) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are one complete set of the structural drawings (bound with the originally submitted architectural drawings) and an additional copy of the revised structural sheets. We are also forwarding the structural calculations, geotechnical report, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. k K ie K. amatsuka, P.E. q Project Manager Enclosures vls\26se \planrevw \tukwi la \03 \t006r2.doc \kky cc: Jud Youell, Bruce Dees Robert Raichle, Engineers Northwest RECEIVED CITY OF TUKW ILA 3uN 0 2003 PERMIT CENTER Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 � ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS - 6869 WOODLAWN AVE. N. E., SEArrLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 June 4, 2003 REID MIDDLETON 728 134 Street SW; Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Building Permit Plan Review Response Starfire Sports Canopy (Grandstand) (D03 -093) Mr. Brazil: Structural Foundations tgCEirr JUN -- 4 2003 REID MIDDLETON The following responses indicate actions that were taken to resolve each item listed by you during your structural plan review re- submittal of the above - referenced project. They are numbered to correspond with the original list. 1. Two copies of revised drawings are included with this letter. The sports Cover Grandstand portion has been separated from the Maintenance Building portion for permit clarification. 2. Notes regarding anchors, Structural Steel section on sheet SO have been clarified as directed. 3. Welding notes, Structural Welding section on sheet SO have been revised as directed. 4. Top reinforcing has been added to the pile caps to transfer column anchorage tensile forces to the drilled piers /piles below. See additional calculations. 5. Substantiating data for the soil nailed wall is found in the soils report. See additional calculations for anchor and wall capacity. z re w � U O 0 N 0 . W • I • w w 0 g • � w Q • d 1 - Z �. 1- 0 Z F- w al : 0 0 O - O 1- w I - 0 H u 0 . .. Z • w 0 Z June 4, 2003 REID MIDDLETON qi Starfire Sports Canopy (Grandstand) w Page2of3 JU 00 6. See additional calculations for substantiating data verifying the structural capacity of the concrete grade beam supporting the concentric braced frame co u_ system GridA /3 -4 . w 0 Lateral u. Q co � d 7. Loads used in the analysis have been clarified. See revised calculations. 1 _ 8. Roof live loads are not included with seismic load cases. Load combination z O 0 #10 used equation (12 -16 -1) UBC Section 1612.3.2 which is more LIJ conservative than 0.9D + /- E/1.4. v ❑ O 2 9. The grandstand roof is designed to support wind and earthquake forces in w the long (east /west) direction. Details for the braced frame system have v been incorporated to the drawings to enable review of their design. The u_ ~O foundation plan on Sheet S1 has been revised to reference the braced bay Ili Z elevation as noted. U = O F" 10.The concentric braced frame system in the long direction is designed for Z R = 4.5 and O. =2.8. The seismic base shear was amplified by S2o. The frames and their connections are designed in accordance with the special provision for one- and two -story buildings. 11.Design loads and load combinations have been revised. See revised calculations. 12.Collectors in the long direction (east /west) to transfer seismic forces to the concentric braced frame system located between Grids 3 and 4 on A -line have been provided. See additional calculations. 13. Diaphragm is flexible in both long and short directions. Long way shear is resisted along Grid A with rotation and chord forces resisted by end frames grids 1 and 6. Increases due to horizontal torsion have been included. See additional calculations. 14.Section K /S2 (old designation) has been revised. See section C -2 (new designation). ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 W000t.A%N AvE. N.E., SEATTLE:, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 Allen Tucker, P.E. Principal AT:tn ENW Project No. 02116003 June 4, 2003 REID MIDDLETON Starfire Sports Canopy (Grandstand) Page 3 of 3 15.Section P /S2 (old designation) has been revised. See section G -2 (new designation). If you have any questions, please do not hesitate to call. Sincerely, ENGINEERS NORTHWEST, INC., P.S. ENGINEERS NORTHWEST, INC., P.S. S'T'RUCTURAL ENGINEERS 6869 WOODLAWN AVE. N.E., SEATTLE. WA 98115 (206) 525 -7560 FAX (206) 522 -6698 • 3i +�; �.4�r..r..ux�e.�v IP Reid iddleton Subject: Building Permit Plan Review - First Submittal Starfire Sports Canopy (Grandstand) (D03 -093) April 3, 2003 File No. 26 -03- 005 - 006 -01 • Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Benedicto: General RECEIVED !APR 0 4 2003 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The permit applicant should address the following comments. Copies of this letter were forwarded to the project contact and structural engineer for your convenience. 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The proposed use of "Hilti Epoxy Anchors" in the Structural Steel section of the General Notes on sheet SO is not clear. Such an anchor is not available from Hilti. Concrete adhesive anchors are not specifically permitted by the UBC but they can be qualified for use by reference to applicable ICBO -ES Evaluation Reports for such anchors in accordance with AC58 for adhesive anchors. The note should be revised by specifying such qualified anchors to enable review. See UBC Section 104.2.8. 3. The Structural Welding section of the General Notes on Sheet SO should be revised as follows: a) Revise the note concerning inspection of shop fillet welds 5/16" and smaller (single - pass). Periodic special inspection of such welds is required unless the welding is done in an approved fabricator's shop in accordance with UBC Section 1701.7. See UBC Section 1701.5(5.1). Washington Oregon Alasko Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Bendicto City of Tukwila April 3, 2003 File No. 26 -03- 005- 006 -01 Page 2 Foundations b) ,Revise the reference to Table 27 -6 -E of UBC Standard 27 -6. This was applicable to the 1991 UBC but not to more recent editions of the UBC. 4. The calculations determine substantial uplift forces on the steel columns supporting the plate girder moment frames. Bottom reinforcement for the support of downward forces is proposed at the concrete pile caps supporting the steel columns but top reinforcement for the support of uplift forces is not. See Sheet S 1. Substantiating data should be submitted to verify the ability of the pile caps to support design uplift forces. 5. A design for a soil nailed concrete wall is proposed for the north side of the Grandstand per Section A/S1. Calculations for its design were not provided to us for review. Substantiating data should be submitted to verify the structural capacity of the wall. 6. Substantiating data should be submitted to verify the structural capacity of the 24" x 30" grade beam for the support of reactions from the HSS 3x3x1/4 columns at the concentric braced frame system at Grid A/3 -4. Calculations for this were not found in those received by us. Lateral 7. The earthquake loads used in the Risa -2D analyses are not clear. For example, at the G1 analysis, it appears that an earthquake load of 72 plf along the 51'0" length of the plate girder was used in contrast to a total wind load of 10001b. applied at the level of the plate girder. The G2 analysis is similar. Please verify whether this is true. 8. The Risa 2D analyses for plate girder moment frames should be revised. Equation 12 -13 of UBC Section 1612.3.2 specifies a load combination of D + L + E /1.4. However, load combination #10 in the Risa 2D analysis uses a load combination of 0.85 D + L ( =0) + E /1.4. 9. The grandstand roof system should be designed for the support of wind and earthquake design forces in the longitudinal (east -west) direction. The area of the roof at Grids 3 -4 is identified as a braced bay at the Roof Framing Plan on Sheet Si. The calculations contain a Risa -2D analysis for a 3 -bay concentric braced frame system using 3/4" steel X -brace rods (44'0" total length). Reid iddleton ...w..,...ix .......:i.i�,eo;.c:S.. ;..u.. iii: ,is.:.;:� "•:::i::Si:,:�it,3r �'s7irisii..de.`,i`dflnn 3.;��t {2GT.d.r -�: Mr. Bob Bendicto City of Tukwila April 3, 2003 File No. 26 -03- 005- 006 -01 Page 3 However, there are no details of such a braced frame system in the drawings. These should be added to the drawings to enable review of their design. The Foundation Plan on Sheet S 1 should also be revised to reference the Braced Bay Elevation, also on Sheet Si, and to indicate the locations of the HSS 3x3x 1/4 columns. 10. The concentric braced frame system in the longitudinal direction appears to be designed in the calculations for R = 4.5 and n = 2.8. The seismic base shear appears to be amplified by n = 2.8. The braced frames and their connections appear to be designed in accordance with the special provision for one- and two -story buildings in UBC Section 2213.8.5. Please verify this. 11. The design loads and load combinations should be revised in the Risa 2D analysis for the longitudinal braced frame system. The dead and snow loads are apparently based on a tributary width of 5'0 ". However, the actual tributary width is substantially less. This will have an effect on Load Combination 6. The load factor of 0.85 included in Load Combination 5 should also be increased to 1.0 per Equation 12 -13 of UBC section 1612.3.2 but this may be offset by the apparent tributary width of 5'0" for the dead and snow loads. 12. Collectors are required in the longitudinal direction to transfer seismic forces to the concentric braced frame system at Grid A/3 -4 per UBC Section 1633.2.6. Substantiating data should be submitted to verify the capacity of the framed beam connections of the roof beam at Grids A/3 and A/4 for this transfer. Note that the n factor should be applied to this design. 13. The design story shear is required to be distributed to the various elements of the lateral force resisting system in proportion to their rigidities, considering the rigidity of the diaphragm, per UBC Section 1630.6. A rigid roof diaphragm is apparently assumed due to the proposed construction of a single line of lateral resistance in the longitudinal direction. Substantiating data should be submitted to verify the apparent assumption of a rigid diaphragm, the locations of the centers of mass and rigidity, the required displacement of the calculated center of mass, the effect of the displacement on the story shear distribution, and the increased shears resulting due to horizontal torsion from the assumption of a rigid diaphragm, per UBC Sections 1630.6 and 1630.7. 14. Section K/S2 should be revised. There is no discernible load path for lateral forces from the roof diaphragm to the open web steel joists and continuing to the plate girder moment resisting frame. See UBC Section 1605.2. 15. Section P /S2 should be revised to specify the welds between the flanges and web of the steel plate girders. Reid iddletpn amid ' Mr. Bob Bendicto City of Tukwila April 3, 2003 File No. 26 -03- 005- 006 -01 Page 4 Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, Reid Middleton, Inc. 1 Philip ' . Brazil, P.E., S.E. Senior Engineer vls \26se \planrevw \tukwila \03 \t006r 1.doc \prb cc: Jud Youell, Bruce Dees Robert Raichle, Engineers Northwest Reid iddleton StarFire Sports 1 Fort Dent Soccer Complex --- -- - - ---- Permit Cost worksheet March 21, 2003 --- r FEE CALCULATION Application Base Fee 250.00 Improvement categories: Water 20,500.00 Sewer 21,420.00 Storm Water 32,500.00 Roadway Improvements 0.00 Improvement total: 74,420.00 Improvement-based fees: 2.5% of first $100,000 1,860.50 2.0% of $100,000-$200,000 0.00 1.5% over $200,000 0.00 Plan Review Fee: 1,860.50 Grading Plan Review & Permit Fees: Total Excavation volume 13,100.00 73.75 Total Fill volume 13,100.00 73.75 Grading Plan Review & Permit Fee 147.50 Total Plan Review & Approval Fee: $2,258.00 . . ,* ,...* tiAteMVI , „10001110 tahvouantitya rounitnatmunitmoidemorna t magi EMTHVVORKIMIOPOZMMORVAVSVVOI Fill* 13100.00 CY $2.50 $32,750.00 Cut* 13100.00 CY $2.50 $32,750.00 *Site earthwork will balance Subtotal $65,500.00 SANITARYAEW 4,03.-WWW:ONNI:','f',4tfat-a$ 8" Sanitary Sewer Pipe 546.00 LF $20.00 $10,920.00 Type II Manhole 6.00 EA $1,750.00 $10,500.00 Subtotal $21,420.00 STORM Z.EVVER:MVNMOWPMS..W.01 4" Perforated Pipe 0.00 LF $10.00 $0.00 8" Pipe (Field Collector) 0.00 LF $17.50 $0.00 Cleanouts 7.00 EA $150.00 . $1,050.00 $3,375.00 6" HDP Tightline 225.00 LF $15.00 8" HDP Tightline 80.00 LF $17.50 $1,400.00 $8,125.00 $2,550.00 $3,750.00 12" HDP Tightline 325.00 LF LF $25.00 15" HDP Tightline 85.00 $30.00 $1,250.00 Type I Catch Basins 3.00 EA Type II Catch Basins 7.00 _ EA EA $1,750.00 $12,250.00 $0.00 Drain Inlets 0.00 $250.00 Subtotal wATEFCf;I.',:g',Ti'gIRF:FRMRRM;NMYMK $32,500.00 03-21-03 Permit cost.xls Ntf (FAVVet Page 1 of 2 -- D03-0q s 0 Fire Hydrant 1.00 EA $2,500.00 $2,500.00 8" DI Water Pipe 425.00 LF $30.00 $12,750.00 2" Polyethylene Water Pipe 300.00 LF $17.50 $5,250.00 Subtotal $20,500.00 ROADWAX IMPROVEMENTS,? t +' ., ; Asphalt Paving 0.00 SF $3.00 $0.00 Concrete Curb & Gutter 0.00 LF $12.00 $0.00 Subtotal $0.00 TOTAL $139,920.00 03 -21 -03 Permit cost.xls Page 2 of 2 ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY X Response to Correction Letter # 2 TO X Revision # 7 DATE: 04 -01 -04 Original Plan Submittal Response to Incomplete Letter # afte permit is issue DEPARTMENTS: Building Division ❑ Fire Prevention Planning Division Public Works ❑ Structural ❑ Permit Coordinator DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -06 -04 Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route 1111 Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS 0 CORRECTIONS: Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP COORD COPY Not Applicable ❑ DUE DATE: 05 -04 -04 DATE: dig {AF�4N pe, ry jay `.:f. ` 2, 1 4 1;'` H' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 TO X Revision # 7 DATE: 03 -11 -04 after permit is issuec DEPARTMENTS: MD `a 3-23 -0t Building Division ❑ Fire Prevention ❑ Planning ion O Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ( Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO)JTING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: DUE DATE: 04 -13 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) [� Notation: REVIEWER'S INMALS: Permit Center Use Only CORRECTION LETTER MAILED: i -,'0/7 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: ./� Documents /routing slip.doc 2.28.02 /YIP PERMIT COORD COPY DUE DATE: 03 -16 -04 of Not Applicable ❑ DATE: DATE: yd' kp"!•• fi it4' x1, 1' kAR.h�F1i�Y,?h!.+4trFi'CeLt • 1d' ^o S:oSo :::2 L^ t.,, 'ny • ��+rru ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 02 -17 -04 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 8 after before permit is issued DEPARTMENTS: 2 4 Clilf Building Division E Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 02 -19 -04 Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS R CORRECTIONS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete ❑ Not Applicable ❑ DUE DATE: 03 -18 -04 Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2.28.02 PERMIT COORD COPY DATE: PERMIT COORD COP\ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -093 DATE: 12 -12 -03 PROJECT NAME: STARFIRE SOCCER COMPLEX SITE ADDRESS: 15000 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 7 ! before permit is issued DEPARTMENTS: I� (� � ,� � �� Building Division ❑ Fire Prevention ❑ Plnnirf'g Div ion �] Public Works ❑ Structural ❑ Permit Coordinator x DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -16 -03 Complete [2( Incomplete ❑ Comments: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents /routing slip,doc 2-28-02 PERMIT COORD COPY Not Applicable ❑ DUE DATE: 01 -13 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ®' Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: / 2 ro& Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: StIS DEPARTMENTS: Kt/ 1/1 12 Building Division 0 Public Works fl.i II �3 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 11 -24 -03 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 6 lafter /before permit is issued mil I 11,21'e Fire Preve ion Structural ❑ j D 'Z — Planning / n ng Division 0 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 11 -25 -03 Complete [r Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO NG: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved I Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INmALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp.doc 2-28-02 PERMIT COORD COPY !'.14c3 y .N; 9Y ±YASV(bk!a, DUE DATE: 12 -23 -03 DATE: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 10 -17 -03 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 5 after /before permit is issue( DEPARTMENTS: Building Division ❑ Fire Prevention `O Planning Division Publi W rks �wv ad1Z� Structural ❑ Permit Coordinator DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -21 -03 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO ITING: Please Route , L , 1 ( Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11 -18 -03 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Documents /routing slIp.doc 2 -28 -02 PERMIT COORD COPY DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 1'�� Li Gh W�MV tiWi}Yl`hG1iY ' a4letie,e1.4IW441S, .ul .. .. �• IkLL� >tixi L.. :1 +N.M\MpLitYS 114 ACTIVITY NUMBER: D03 -093 DATE: 09 -30 -03 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 15000 INTERURBAN AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 4 after /before permit is issued DEPARTMENTS: Building lion Public Works 11 ©„ Iv^ q --o, Complete Documents /routing slIp.doc 2.28.02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO)JTING: Please Route u Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10 -30 -03 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY ❑ Planning Division ❑ Permit Coordinator DUE DATE: 10 -02 -03 Not Applicable ❑ DATE: 4:1 A t ACTIVITY NUMBER: D03 -093 DATE: 09 -12 -03 PROJECT NAME: STARFIRE SPORTS - GRANDSTAND SITE ADDRESS: 6800 FORT DENT WAY Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3 after permit Is Issued DEPARTMENTS: •O.?! Oq 1.16 .03 Division PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fi Public Works ❑ Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete d Incomplete ❑ Planning Division Permit Coordinator DUE DATE: 09 -16 -03 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route (r Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ pp PP Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY DUE DATE: 10 -14 -03 DATE: k xe rLNXSmRA !ibANW�1'n}�';w�7e�+rt�rbe� PLAN INVIRPIEL9FY SLIP ACTIVITY NUMBER: D03 - 093 PROJECT NAME: STARFI RE SPORTS SITE ADDRESS: 6800 FORT DENT WY DATE: 9 -9 -03 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Is Issued DEPARTMENTS: Building Division n P VI4AA AIN& 1 1 11 r/I.-a5 Struct /I- Structural Complete d Incomplete Fire Prevention TUES /THURS ROUTING: Please Route Ri Structural Review Required Oocumentshouting slip.doc 2-28-02 U n REVIEWER'S INITIALS: Planning � D Di sior I Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 9-1 1 -03 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ❑ No further Review Required DUE DATE: 10-9-03 s DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: f/ J RS;; NSe+ i'. t` 5, 4''1x�ES7ty�q'r}pF, MµN.riR§ +nrt VIR d O PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 6800 FORT DENT WAY DATE: 06 -24 -03 _ Original Plan Submittal _ Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Is Issued DEPARTMENTS: Buil iding Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator A DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -26 -03 Complete APPROVALS R CORRECTIONS: 2 ? Documents /routing slIp.doc 2-28-02 Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route E Structural Review Required El No further Review Required ❑ REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: RMI a ,.. DUE DATE: 07 -24 -03 Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D03 -093 PROJECT NAME: STARFIRE SOCCER SITE ADDRESS: 6800 FORT DENT WY Original Plan Submittal X Response to Correction Letter # 2 DATE: 6 -13 -03 Response to Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works Dl4114 410O fD- ' DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Please Route TUES /THURS ROUTING: APPROVALS OR CORRECTIONS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Structural Review Required n n REVIEWER'S INITIALS: DATE: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -20.02 Planning Division n Permit Coordinator DUE DATE: ASAP Not Applicable n No further Review Required DUE DATE: ASAP n • n Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D03 -093 DATE: 05 -30 -03 PROJECT NAME: STARFIRE SPORTS -- CANOPY SITE ADDRESS: 15000 INTERURBAN AV S Original Plan Submittal I. Response to Incomplete Letter # lir Response to Correction Letter litt_ Revision # After Permit Is Issued DEPARTMENTS: " L �-Ob � D AP (o Buildir "f�ivision • Fire Prevention E] Planning Division 0 b Publ'c Works A � M A [c 1, Structural ❑ Permit Coordinator A DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -03 -03 Complete Eit/ Incomplete ❑ Comments: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RROTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 07 -01 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) El Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LEI TER MAILED: (0 - -() Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW [2 Staff Initials: ICLZ Documents /routing slip.doc 2.28.02 PERW COORD COPY DEPARTMENTS: Bug ivi� D Public Works Documents /routing slIp.doc 2-28-02 ACTIVITY NUMBER: D03 -093 DATE: 03 -24 -03 PROJECT NAME: STARFIRE SPORTS SITE ADDRESS: 4 � otA6 peott IA X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Is Issued t ��4 ;IT 000RD COPY P LAN REVIEW /ROUTING SLIP a Av151 Kitt. 44 Fire Prevention Structural Incomplete ❑ REVIEWER'S INITIALS: PERMIT COORD COPY Planning Division Permit Coordinator DUE DATE: 03 -25 -03 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete; Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route 2 Review Required cd No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 04 -22 -03 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) / Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 12 -03 Departments issued corrections: Bldg Fire ❑ Ping PW [( Staff Initials: REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 04101 o+ Plan Check/Permit Number: D03-093 ❑ Response to Incomplete Letter # City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision # _7_ after /before Permit is Issued 0 Response to Correction Letter # 2 to Revision requested by a City Building Inspector or Plans Examiner Project Name: STARFIRE SPORTS Project Address: 6800 FORT DENT WAY Contact Person Jud Youell Summary of Revision: A Sheet Number(s): Gtr Phone Number (253) C0`7 ?14] a 1 • "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 1 1--kut At R ECEIVED CITY OF TUKWILA APR 1 2004 PERMIT CENTER 03/25/04 Revision No. ' Date Received Staff Initials Date I Issued Staff I Initials 7 9 -i / -o3 4 ,94) { ,, fit I03 ! 4AcJ Summary of Revision: , Received By: /� i 0 Revision No. Date Received Staff Initials Date Issued Initials 0 2-3- 5 Summary of Revision: / t � ti / -t e t ezz , . lL - . G � -- - , t , {, c /2l - GrreC1 , <tieZ' - -r2 d C G' '4-r`L 7 :47 LC ia-- - ` . w Received By: U, , LA-T; e--" PROJECT NAME: ""�' JT�'- ., n i o PER ' '0:. �O3�r1S'3 Site Address: 6,4W wy- Origi,1,al issue Date: i3 — U3 REVISION LOG Revision I Date Staff i Date i • 'Staff No. I Received Initials ` Issued I Initials Summary of Revision: Revision No. Summary of Revision: Revision No. d ,2U /jc c-�hc 41 Date Received ,-,3 I / /0- 3 I Add_eecrA_______4zP,69-<:P - 17) heay-ce ../ Date Received I Staff I Initials Staff Initials Summary of Revision: ,,,1f.,, e Te f ' 17/1 c22 d s� c 41-r CG , Recei "d By: Wa/ Received By: Received By: Date Issued CGS Date Issued e prim) (please print) ease print) (please print) Staff Initials 1 Staff Initials Revision l Date No. ( Received Staff I Initials 1 Date . ' Staff Issued Initials 4 ft- -254 3 <r-, /a -/5 05 . 1 Summary o Rev ,7, % r ,tlr 0 7 - '' / PUTT) 6, -S7 tti exi e)' 1:5'e t -f/ 7 .1. S 7 U.'4 (!d1)6" Coh'! /Ol.ir9,dT ,12 ICSJ .}S S.6W Received By: ADAL)e AGE Received By: 12, V0r2. SG1A 4-5'F Revision No. Date Received Staff Initials Date Issued l I Staff Initials e a -/7-:'( .4"' I o 1 it c( 1)-. 0 Summary of Revision: "e_vv4oa- POTt3ILS 7V (vine a c-'AsT ant, We -4.1Ds or' Summary of Revision: S 7 U.'4 (!d1)6" Coh'! /Ol.ir9,dT ,12 ICSJ .}S S.6W Received By: ADAL)e AGE Revision No. Date Received Staff Initials Date Issued Staff Initials Date 1 Staff Issued Initials Summary of Revision: I Received By: Revision No. Date j Received Staff Initials - Date 1 Staff Issued Initials � I � Summary of Revision: Received By: PROJECT NAME: ?QE-_ -ffze PERM! NO:. Original Issue Date: 6/3-03 Site Address: 61Da faeP i(Ir Revision No. 7 Summary of Revision: Date Received REVISION LOG Staff Initials /2 -i0_0 3 1' 'd" Date Issued (please print Staff Initials ? 1 uT/41'6 /$77*/, p6'40 CiterZ - 0 ?! 2e/As P./- Sea77t &v745‘9 of Mig.t. Are ory -sired S gte65) —S /1 Ater( folive #A Zita4 a Received By: (please T rim) i (please print) (please print) (please print • P)4NTlJnw�...,� M ?: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date 3 Starfire Sports Plan Check/Permit Number: D03 -093 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 TO ® Revision # 7 (after /before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: 6800 Fort Dent Way Contact Person Jud Youell Phone Number (23)07:7.194 Summary of Revision: rear 01..3. 1 r�. re,u evzt rev Ise Sheet Number(s): D1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on - 11-04 RECEIVED C1TY of TI IKWILA PERMIT CENTER 12/22/03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I 1 [] Response to Incomplete Letter # 0 Response to Correction Letter # ( Revision # i after Permit is Issued Plan Check/Permit Number: D ©" - $0 5 Project Name: 1 1 L �f JS Project Address: WANT- / Contact Person: F E \/D� 1 ,-} 1IS ' Phone Number: ,, h� .4 .SCa Summary of Revision: 1 1 T 1(.5 'rte l E 4 \tv g c iw ► IV wit r V L [a L r L r M Sheet Number(s): A-•\ "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [f Entered in Sierra on RECEIVED rrrY OP TUI WIL.A ��rP► 20T; c ; 1 Ev i PERMIT CENTER 08/30/00 1S.. iii: ix; : �, fi. aJ. iW''' 4r�it ;iY.:��.'a'�w "i.�;•iAieitti Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /G'I'l'Q 0 Response to Incomplete Letter # 0 Response to Correction Letter # Revision # er after Permit is Issued El Revision requested by a City Building Inspector or Plans Examiner Project Name: On►Z& � C,G COW PLE Project Address: /*AV htt7MOZP3A1J ,4 Contact Person: JO, *MC.-- Phone Number: Summary of Revision: '' • 11N& C at977N er7 Rb 5kigJf o P2 of -st i Sheet Number(s): L27 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: I tr C203 - 0 "Cloud" or highlight all areas of revision including date of revision • Received at the City of Tukwila Permit Center by: .( Entered in Permits Plus on /Z /2 203 627 7 CITY K LA DEC 1 2 2003 PERMIT CENTER 08/06/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: i 172 El Response to Incomplete Letter # E] Response to Correction Letter # tgl Revision # ' after Permit is Issued Project Address: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Project Name: •�'�� row WAY ,�,,^^// Phone Number: 'l�b.14 5Cg6 Plan Check/Permit Number: 003 - 09 Contact Person:11 - ✓C7 Summary of Revision: If Sheet Number(s): A $ AS.i, A'. Z "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bv:S g J Entered in Sierra on / 4r2V'ei 3 CIT O ENEp t NOV 2 4 2003 rCHM r CENTER 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /a f �i D ?j Project Name: ' E,pj Project Address: /6000 /,(1]' {/ 4"J Contact Person: Summary of Revision: Plan Check/Permit Number: �j - 0q3 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # � j' ' after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner floc l 14 draw(' Q Se Cer►2X • 14-fli6fi Calker Buiatii twit me-4-64( DKS , a4d &Mote (like& ve{ve +0 afa,c-eir tik. ce Sheet Number(s): C r l ' ,pt f e6.4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:.S Entered in Permits Plus on !D' (7 -03 Phone Number: (2 %) &Z7 CRY RECEIVED TUKWHA OCT 1 72003 PERMIT CENTER 08/06/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: q. e).0 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # q **after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 2. Add ' ewer ppfn 2 et. Mr r N i or DO5 015 ]G' dill' _a. Project Name: Project Address: / Gj f3 iktraeo 2(&iom A 'i. S. Contact Person: NjUi7 `loue _ Phone Number: (z) t'Z ?• 7 Summary of Revision: €atexftle Sayyt &rendi C1-2;11 $u " d + ( [(/ 4,I . - to . p of..€xistfiril orane[st ra. • . r_: ?e 3. Memo ter 7 l {'2l�ric. /26f ' per r C G(�z��,, // RECEIVED CPrY (F T UKW PERMIT CENTER Sheet Number(s): ( C.s.( "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: � � . A(A) gr Entered in Permits Plus on c aigy Me t.MI.a M1 •r�r+.•Ir.sa 08/06/03 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - --63 0 Response to Incomplete Letter # 0 Response to Correction Letter # (4 Revision # 2i after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner Project Name: ,31`'�'C.i'4 iV& 4x) t't3 Project Address: r14/1 D. 4 GUI. Contact Person: a(,t_tt Phone Number: Summary of Revision: Sheet Number(s): City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: 0Q5-093 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [ _ Entered in Permits Plus on 1- j ike2o (RECEIVED CITY OF TUKWILA SFP - 9 7003 08/06/03 ?,2dBL"�5.:i:TrslJfaarw � i �9 }ak7i V�?�. V VrLI',FA'J i pit CSil: ; j +7Y`i':`%Oi {.'+:•ii -ti .�� ".:�a�,a �:l C-: �± 4;' 9'. '•tS %y'�.,l Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: M/03 Ci.,, of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 0 Response to Incomplete Letter # [] Response to Correction Letter # Revision # ' 3 after Permit is Issued ie Plan Check/Permit Number: 1D5 "C ✓ Project Name: 5fryis " 612,64t1).,s-ikip Project Address: F YN /f Contact Person: Summary of Revision: '16 1Ii<CiltDE. SCIA � .�`�j -- . A " 2 Sheet Number(s): A" 0•\ A' 2.1 A -3.1, �1 �' 1 / 52... "Cloud" or highlight all areas of revision including date of revision ~ �U Received at the City of Tukwila Permit Center by: Entered in Sierra on (Y7/ii /o 3 REC1rIVED CITY OF TUKWILA SEP t .l 711f3 PERM {T CENTER 03/30/00 �ntSwSk. A. 'OA Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 6-2_7?- 02 Plan Check/Permit Number: 4`09,2 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued Cup' of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 RECEIVED CITY OF TUKWILA JUN 2 3 2003 PERMIT CENTER Project Name: Project Address: I Contact Person: ic, it K- u1 Phone Number((3 -4 yC( — ..22? Summary of Revision: A Q4... , s s s „oQ Me.► v„ j f6-j •- w. a■ <et, ,'L ".C. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on Z3 +'�•; m-. I .cr:x'w.u!rykM'C!a.4!.'!KJf++rH4 A 08/30/00 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1Vlt>, --r 2 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: Project Address: Contact Person: 1 4/o1, x. Summary of Revision: Sheet Number(s): A -2.1 A -2.2. A -a t "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �J Entered in Sierra on " ?E --d -� Plan Check/Permit Number: D • CY Phone Number: 2t4 A 1 . 3O 08/30/00 , �r�us,kw;rr rk�.tiMrM�xNCic %!. D f]r City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: CS • 2t ••* Plan Check/Permit Number: D03 -093 Pw 0 - 03 4 e 0 Response to Incomplete Letter # Response to Correction Letter # 1 0 Revision # after Permit is Issued Project Name: STARFIRE SPORTS — CANOPY STRUCTURE Project Address: 6800 Fort Dent Wy Contact Person: Jud Youell Phone Number: 25) &21 7141 Summary of. Revision: S+ tun -f►eta f fekd*'2. (ou'rk O A4141e•{iU Coni tr ut[r{i 06e,octetzck s'cttNi\i&r hate.. low m vviov4 - F'rnmperr al Excludes( VVC) \Hitt fie. included In -6thre... [2nd ole eri pe rrnil". added -fo • f A . '/ - I I * t• • (edi fl°_sjx , c pe Public, ‘ * aph COV)'1V 1(rit shrtrl-. AA p5CEIVEt3 Y O F TUKWt Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: .,i'5 Entered in Permits Plus on -,5"24? X:Y.{: 1s, ryv54 sm: 05/22/03 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: j 03 • D1. [l Response to Incomplete Letter # ] Response to Correction Letter # - Revision # after Permit is Issued Project Name: 34ttr -(1 ( „ 5/2/5 Project Address: (Of 00 'Ui' L7e i± W Contact Person: Phone Number: Summary of Revision: r/s/m-yue, -/-f) /17i' I-(t.,ElVE CITY OF TUKWILA l= ct\ 1 . ‘ 2003 °E RMIT CFn1TFR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: May-- Entered in Sierra on la -1203 08/30/00 ti,tJxsl.ri� , .'ilt:.`.e�- y5� Ail.:: Y+.::?: ty' wr33��a`,S�}'+,t..�i'iGt}i1,.,' :�i✓: ,,_ ►< rMEN" t.l r3i)R AND 11\11:1i•'.. REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CCO1 SDDEACW1O8NT 06/20/2004 EFFECTIVE DATE 08/30/1990 S D DEACON CORP OF WASHINGTON PO BOX 3070 BELLEVUE WA 98009 F625-052. ono (srm Detach And Display Certificate REGISTERED AS PROVIDED BY LA W ASI CONST CONT GENERAL REGIST. # EXP. DATE CCO1 SDDEACW108NT 06/20/2004 EFFECTIVE DATE 08/30/1990 S D DEACON CORP OF WASHINGTON PO BOX 3070 BELLEVUE WA :98009 tl,:eeil.o ,„r Ui Ui co co Please Remove And Sign Identification Card Before Placing In Biltfold Z �_- W jU O 0 co 0 . Lu W = O U W O • } g ~ . W j W Z � i- O Z F— W U � O N O H W • W tL O ij W Z • = OH Z L 0 0 ICOUS. ACT A.F.F. MXR ALT. ALUM. ARCO. ARCH ASPH. BD. BITUIL BLDG. BUC BUM. BM. BM. CA B . OEM. C.IP. C.J. CLG. CUL C.Y.U. COL CONIC. CONSTR. CONT. COtRR C.T. CTR DIL D.S. D.W. E.J. EL EQ. EOPL ERG. EXT. FA. FD. F.E. 'F,ED. FIE FIN. FLASI nit Fla F01C. FA.LD. FR. FRT. FT. FTC, FUIU GAM GB. GIRL CAI H18 RN 11P. MR JO STARFIRE STADIUM ENHANCEMENTS AT FORT DENT PARK XX ARCHITECTURAL SYMBOLS / ABBREVIATIONS MATERIAL DEL DOUBLE DEPT. DEPARTMENT DET. / OIL WAIL DMl METER DMII OIME1N51ON STRUCTURAL GRID DETAIL DETAIL DETAIL INTERIOR ELEVATION DATUM ANGLE AT DIAMETER / ROUND ARCANE ACOUSSTICOL ACOUSTICAL CEIU NG 1111 ADJUSTABLE ABOVE FREED FLOOR AGGREGATE ALTERNATE ALUMNA ANODIZED ARCHITECTURAL ASPHALT BOARD BITUMINOUS BUILDING BLOCK BLOCKING BEAM BOTTOM CAEIET CFUENIT CAST N PLACE CONCRETE CONTROL JOINT CEIL G CLEAR CONCRETE MASONRY UNIT COULMIN CO MTE CONSTRUCTION CONTINUOUS CORRUGATED CERAMIC TILE CENTER DOAN DOWNSPOUT DIS I ASER EACH DPANNSION JOINT EIE11A1ION EulTIROAL) EINUOR EQUAL EQUIPMENT COSTING DOERNIOR FIRE NAM PULL FLOOR DRAIN FIE EXTMpESIER FIRE OfTICUISHER MET FINISHED FLOOR (LF11 = FISH FLASHING ROM TO4 FUNIISHED BY OME'R, INSEAM BY CONTRACTOR FUNIENED BY OMER. PONIED BY OWNER FIE RIM FIE IEDIfiIII1R' TIMED FOOT / FEET FOXING MIRING CAGE al1aD GM MI 'GOOK cam= GuSS CAVE / GROW C IP91r IFOSE HEW LION IEOI MlW1 PORIMINCE COOK BRIM JT, L1W. UV. LOC. LPG MTL Y.D.F. MECH. MFR NUNr. MR. MTL N.A. N.I.C. NO. N.T.S. 0/ O.C. 0.D. ox OPN'G. OPP. PERP. PL P1*. PIT. PLY.D. PIT. PSF PSI PT. pm. Rr RD. REC. REF. Mr. RED. RO. R.T. SBC SECT. St SIT. sire 911. SPEC. SD. SST STOR SAL T TAG. tar, O ROOM NAME XXX T.Q.J. T.QY T_Q.S T.Q. SE. TAa. TSL TW. ILL OLGA VW. v.Lr. R MALL TYPE DOOR REFERENCE WINDOW TYPE REL.RE TYPE ROOM REFERENCE 1 FR RATED MALL ASSENU,Y 2 III. RATED MALL .Y JOINT LAMINATED LAVATORY POUND LOCATION LOAM POINT OF GRADE MATERIAL MAXIMUM MEDIUM DENSITY FEERBOARD MECHANICAL MANUFACTURER MINIMUM MIRROR METAL NOT APPLICABLE NOT IN CONTRACT NUMBER NOT TO SCALE OVER ON (ENTER OUTSIDE DAMETER OPPOSITE NANO OPENING OPPOSITE PERPENDICULAR PLATE PLASTIC LJIMMIATE PUUFORM PLYWOOD PANT POWS PER SQUARE FOOT POUNDS PER SQUARE NCH PRESSIT TREATED PAINTED MOUS/ RISER RADIUS RUBBER ROOF DRAIN RECOMMENDED REFERENCE REFRIGERATOR REINFORCED REQUIRED ROOM ROUGH CIDING RUBOR TIE SEATTLE WONG WON CODE 91.13 COE SOEDU LE SECTNON SMGLE SHEET SHEETING SiRAR SHEET MEUL SPECIFIOUION SQUARE STAINLESS STEEL SINKESS Sul SOME SIRuCTURE SUSPENDED SnimEllIOL TFIENI TEMPERED CMS l0POFCUM/ TOP OF CONCRETE XV OF Jos U Or MASONRY XVOFSLAB TOP OFSlat OF UK TUBE SIB1 Mot MOM BIABMG WE tamEm 1RT urs LABORKIowy MMMN. WOW "IERHr * VERY M FIELD INN IIMIEWIDOr I�Rarr • TUKWILA, WASHINGTON OWNER: ARCHITECT: SITE PLANNING CML LANDSCAPE STRUCTURAL ENGINEERS: GENERAL CONTRACTOR: GENERAL CONTRACTOR: METAL BUILDING CONTRACTOR: METAL BUILDIN;: SUPPLIER: PROJECT TEAM STARFIRE SPORTS PO BOX 48299 BURIEN, WA 98148 -0229 CHRIS SLATT I PRESIDENT CHRISOSTARFIRESPORTS.COM TEL. (206) 242 -2724 FAX (206) 242 -3003 CARLSON ARCHITECTS 2111 THIRD AVENUE SEATTLE, WA 98121 TEL. (206) 441 -3066 FAX (206) 728 -4661 DON CARLSON, PRINCIPAL, dcarlsonOcarlsonarch.corn JIM HANFORD, PROJ. MGR. ihanfordOcarlsonarch.com BRUCE DEES AND ASSOCIATES TEL. (253) 627 -7947 FAX (253) 627 -6661 BRUCE DEES, PRINCIPAL bdeesObdassociatee.COM JUD YOUELL, PROJECT MANAGER iyouellObdassociates.com ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 TEL. (206) 525 -7560 FAX (206) 522 -6698 ALLEN TUCKER / PRINCIPAL a IlentOen wseattle.com S.D. DEACON CORP OF WASHINGTON 1745 114TH AVE. S.E., SUITE 120 BELLEVUE WA 98004 -6930 PAT BURNS / OPERATIONS MANAGER FRANK STAUFF / PROJECT MANAGER TEL. (425) 454 -5038 FAX (425) 454 -4882 S.D. DEACON CORP OF WASHINGTON 1745 114TH AVE. S.E., SUITE 120 BELLEVUE WA 98004-6930 PAT BURNS / OPERATIONS MANAGER FRANK STAUFF / PROJECT MANAGER TEL. (425) 454-5038 FAX (425) 454 -4882 SEACON CONSTRUCTION MANAGEMENT 165 NE JUNIPER STREET, SUITE 100 ISSAQUAH, WA 98027 ROB HOWIE / PRESIDENT GEORGE BERGERON / PROJECT MANAGER TEL. (425) 837 -9720 FAX (425) 837 -1585 METALLIC HOUSTON, TX JOHN T. CLOUGH / PROJECT MANAGER TEL (713) 466 -0877 FAX (713) 466 --7326 PROJECT DESCRIPTION EXISTING 2000 SEAT CAPACITY CONCRETE STADIUM WITH NEW STEEL CANOPY STRUCTURE, CONCRETE RETAINING WALL AND UPGRADED ACCESSIBLE RAMP AND SEATING • GENERAL NOTES 1. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. IF DURING CONSTRUCTION, ANY UNEXPECTED EXISTING CONDITIONS ARE DISCOVERED WHICH ARE IN CONFLICT WITH THESE DOCUMENTS, BRING THEM TO THE ARCHITECTS ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 2. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON DRAWINGS AND ACTUAL FIELD MEASUREMENTS. 3. IF ANY DISCREPANCIES OR CONFLICTS ARE DISCOVERED BETWEEN VARIOUS PORTIONS OF THE CONTRACT DOCUMENTS, BRING THEM TO THE ARCHITECTS ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 4. ALL WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODES AND ORDINANCES. IN CASE OF ANY CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OF MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR ORDINANCES, THE LAWS OR OR ORDINANCES SHALL GOVERN. NOTIFY ARCHITECT OF ANY SUCH CONFLICT. 5. STRUCTURAL MECHANICAL AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. WHILE REASONABLE CARE SHALL BE TAKEN BY THE ARCHITECT TO INSURE CONSISTENCY, THE CONTRACTOR SHALL NOTIFY THEY ARCHITECT OF ALL APPARENT DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. ANY WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OWNER OR ARCHITECT, S. UNLESS OTHERWISE NOTED, DIMENSIONS ARE TO FACE OF CMU OR FACE OF FRAMING, 7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING BLOCKING AS REQUIRED FOR WALL AND CEILING MOUNTED ITEMS. 8. IN FINISHED WALL CONSTRUCTION AND WHERE A FINISHED CEILING NOT EXPOSED TO STRUCTURE IS SPECIFIED, THERE SHALL BE NO EXPOSED PIPE, CONDUIT, VENTS, ETC, ALL SUCH LINES SHALL BE CONCEALED OR FURRED AND FINISHED, UNLESS NOTED AS EXPOSED ON DRAWINGS. FURRING NOT SHOWN ON DRAWINGS SHALL BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION. r► UNIFORM BUILDING CODE 1997 UI+NFORIM FIRE CODE 1997 BUILDING TYPE: TYPE N — OCCUPANCY: STADIUM, A -4 CONCESSIONS/TOILETS. B AREA: STADIUM — 13,000 SF CONCESSIONS/TOILETS — 1515 SF ALLOVVSLE AREA: CODE INFORMATION 5-1 PLANS & DETAILS 5-2 SECTIONS STADIUM — SEPARATED 3 SIDES 1002 INCREASE, 9.100 SF x 2 - 18,200 SF CONCESSIONS TOILET — SEPARATED 3 SIDE'S — 24,000 SF 13.000/15200 + 1515/24.000 = .77 < 1; OK STADIUM CAPACITY — 2000 (187 MEM 04I1114 SPACES REQUIRED — 21 (TABLE NO. 11 —A) DRAWING INDEX A -0.1 GENERAL INFORMATION A -2.1 GRANDSTAND BUILDING PLANS A -3.1 GRANDSTAND BUILDING ELEVATIONS A -3.2 GRANDSTAND SECTION FiLE COPY LArderstar i ?~z 1 7 a- Cie : -. :a s a -e = a.sCass +.a�� ►�vtia: a^Y ;, a-s REVISION NO CHANCES a :. t 1. E : -- _ - wowssolu REISI&NOI 3 I Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10103 REVISIONS NO. DATE 1 2 1 W3 Drawn By: T,1S Checked By Owner Appraval: Drawing Frye: ISSUE PERMIT CORRECTIONS REVISION TO H.C. SEATING rte. 'F — weft} r;rI/r +>r• • JH Starfire Soccer Complex at Fort Dent Park Tukwiila, Washington Starfire Stadium Enhancement SE % 1 1 :C3 GENERAL INFORMATION A -0.1 Playact : 200214 Ompipmete cost1ow Anlrlwrt• PS STARFIRE STADIUM ENHANCEMENTS AT FORT DENT PARK L 0 0 ABV. MOUS. ACT ADJ. A.F.F. MGR ALT. &UK ANOO. ARCH MPH. BD. BITUIL BLDG. BLK. BUM. BOT. CAB. / CEM. rip• C.J. CLG. CLR. C.M.U. COL CONC. IDNlSTR CON T. CORR. C.T. CTR. DEL.. DEPT. ARCHITECTURAL SYMBOLS / ABBREVIATIONS DET. / DR. DETAIL DUI DIAMETER DNA[. SON DISP. DNL D.S. D.W EA. E.1 EL EI.ED. ED. EAR: EXG. EXT. F.A.. F.O. FL F.E.C. FEE. FN. RAH RR MILT. F.O1C. FA10. FR FRT. FT. FTC. FUIt t11.v. «S. OWL out. GYP. l!Y NOIRE OLP . MR JIM ANGLE WARR AT / ROUND ABCAE ACOUSTIC& ACOUSTICAL CEENG TILE ADJUSTA8.E ABOVE FEED FLOOR M3GIEGATE ALTER/WE PLUMMY MOWED ARCHITECTURAL ASPHALT BGARD BITUMNOUS BU ING BLOCK BLOCKING BEAM BOTTOM CABINET T CAST M PUCE CONCRETE CONTROL JOINT CEILING CLEAR CONCRETE IMON RY UHT COLIAN CONCRETE CONSTRUCTION CORRUGATED MARL ILE DISPENSER CENTER DOUBLE DEPARTMENT DOMNI DOWNSPOUT DISHIPSHER EACH EXPANSION JOINT ELEMUTCM Elm ELEMUOR EOM EOUFMENT MING EXTERIOR RTE AM FULL RDOt DRAIN FIRE EXTINGUISHER Fit EXINr61J9101 CO ET RINSED ROM E NVION1 FLAMM F1lSH FLOOR FURNSED BY 0111a, INSIAUED BY COIMI L.TOR RAMMED BY Oft„ NISTALIID BY OMER FN( MOM FEE Ramon mum FORT / FEET FOOTND FUMNIG GAGE 01 IMR COWL COIRIVICIOR GLOW CANOE / GROUND OPm5i111 11111110A RD WSW N05E BB NEW MEIAL PERM —ate IMSLIJOIN NEM AMR IL UAL LAV UK LOC. LPG MATL MAIL M.D.F. INCH. MFR. INN. MR MIL N.A. kiC. NO. N.T.S. 0/ 0.C. 0.0. 0.H. OPNrG. OPP. PERP. P.LAY. PLT. PLYWD. PNT. PSF PSI PT. PTA R RAD. RB. RD. REC. REF. REFG. RENT RED. R0. RI S.C. C gat SHT. SAY. SM. SPEC. S0. S.S. SST SIOR SHMUC. SAL T TEL T.C. T.O.C. T.0J. TAY. T.O.S. T.O. SIL TAW Ts TV. IOC UL Ural Y.C.T. MERL v1F R/ VI r1r. ROOM NAME .,.,.,.., 1 FR RATED WALL ASSEMBLY 2 HR. RATED WALL ASSEMBLY JOINT LAMINATED LAVATORY POUND LOCATION LOW POINT OF GRADE MATERIAL MEDIUM DENSITY REWARD MECHANICAL MANUFACTURER LINIMUM MIRROR METAL NOT APPLICABLE NOT N CONTRACT NUMBER NOT TO SCALE ova ON CENTER OUTSIDE DIAMETER OPPOSITE FIND OPENING OPPOSITE PERPENDICULAR PLATE PLASTIC LUNAR PLATFORM PLYWOOD PMNF POUNDS PER SQUARE FOOT POUNDS PER SQUARE MCH PRESSURE TREATED PAINTED RAMS/ RISER WIZ RUBBER ROOF DRAM RECOMMENDED REFERENCE REFRIGERATOR REINFORCED RECURED ROOM ROUGH OPENING RUBBER 11E SEATTLE BUILDING COLE SOLD CORE SCHEDULE SECTION SINGLE .7G SHEET SHEETING MAR SHEET METAL SOME STAINLESS STEEL STMUSS STEEL soya STRUCRME SUMMED SWIIIETRIOt liifJlO THIPICNE TEMPERED GLASS TOP OF CURB/ TOP OF MCKIE 10P OF'AST 10P OF IMSO Rr TOP OF SLAB EDP OF STEEL. MP OF WILL *a SWIL TYROL UNPIN. MING CODE UNDERIIIIIEWS LISORMORY UWESS 01185E NDID COMPOSIIMN 11E WINN WIN FEID WNW WILIBRIOOF w IIIeoMr V WALL TYPE DOOR REFERENCE WINDOW TYPE REUTE TYPE ROOM REFERENCE TUKWILA, WASHINGTON OWNER: ARCHITECT: SITE PLANNING CIVIL LANDSCAPE STRUCTURAL ENGINEERS: PROJECT TEAM STARFIRE SPORTS PO BOX 48299 BURIEN, WA 98148 -0229 CHRIS SLATT / PRESIDENT CH RISOSTARFI RESPORTS.COM TEL. (206) 242-2724 FAX (206) 242 -3003 CARLSON ARCHITECTS 2111 THIRD AVENUE SEATTLE, WA 98121 TEL. (206) 441 -3066 FAX (206) 728-4661 DON CARLSON, PRINCIPAL, DC.ARLSQNOCARLSONARQH.COId JIM HANFORD, PROJ. MGR. immisallkodwagrahamo BRUCE DEES AND ASSOCIATES TEL. (253) 627 -7947 FAX (253) 627 -6661 BRUCE DEES, PRINCIPAL •COM JUD YOUELL. PROJECT MANAGER balmallebslamsiatessam ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATTLE, WA 98115 TEL. (206) 525 - 7560 FAX (206) 522 -6698 ALLEN TUCKER / PRINCIPAL a IlentOenwseattle.com Me.or..a.. Tar Banda Holt be Hotbed Chris Silt. Starr= Spans Jul Yank Boucle Dees ad Asss %thee Spurts as Fat Dart Part Gars to d Bal l Pawl DI13-093 Sairrisi .iaoffer- -jace �M Dear Drrrmic We would lie or oeatrwm tlrre mew p ndamed campy Toes *es rime teita.l The pnelsend wispy iecs sot Beet roe am= b 1 - .e WNW is .mserlew4 role cawgry s a serstre project follimetig approval of the - cinipcs 7Ilae r e.i:.as re the miry .al loll be come aced ..vier 13103i93_ The chow is rat roe seed alma awl wet saoca.e, poem dict and sheet .real roof r i..li be J ion Iles p.. a.i alma at of be .- _ .- PROJECT DESCRIPTION EXISTING 2000 SEAT CAPACITY CONCRETE STADIUM WITH NEW s* CONCRETE RETAINING WALL AND UPGRADED ACCESSIBLE RAMP AND SEATING, , BUILDING SHALL COMPLY WITH THE "SEMI- HEATED SPACE" REQUIREMENT OF SECTION 1310.2. INSTALLED HEATING EQUIPMENT OUTPUT SHALL BE GREATER THAN 3 BTU /HR -SQFT AND LESS THAN 8 BTU /HR -SQFT. HEATING SHALL BE CONTROLLED BY A THERMOSTAT MOUNTED NOT LOWER THAN THE HEATING UNIT AND CAPABLE OF PREVENTING HEATING ABOVE 44F SPACE TEMPERATURE. THE ONLY ENVELOPE REQUIREMENT IS R -19 INSTALLED INSIDE A METAL ROOF STRUCTURE. MECHANICAL AND ELECTRICAL ENERGY PLANS TO BE SUBMITTED ON A FUTURE DATE. Carlson r Date June IQ, 2003 Project Nit 2x02 -15 I Cs y y; City of Tu 6300 So n orewe r Bau kvird Tatwia, WA 911U-2544 4 (706) 431 -3670 pbo■e (206) 431 -3665 fax Tie RAE Meaw_06 -10-03 - Semen Caeopy.doc VOCWINID avr jus ENV resorcatro Do3-.01,5 carhop errs PS 2111 Mimi Amuse Salome to 98121 Tel 2 Bi- 441 - 1411111 Fan 24111- 7211-/fi1 ENERGY CODE t e r GENERAL NOTES 1. FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO BID. IF DURING CONSTRUCTION, ANY UNEXPECTED EXISTING CONDITIONS ARE DISCOVERED WHICH ARE IN CONFLICT WITH THESE DOCUMENTS, BRING THEM TO THE ARCHITECTS ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 2. DO NOT SCALE DRAWINGS. THE CONTRACTOR SHALL USE DIMENSIONS SHOWN ON DRAWINGS AND ACTUAL FIELD MEASUREMENTS. 3. IF ANY DISCREPANCIES OR CONFLICTS ARE DISCOVERED BETWEEN VARIOUS PORTIONS OF THE CONTRACT DOCUMENTS, BRING THEM TO THE ARCHITECTS ATTENTION PRIOR TO PROCEEDING WITH RELATED WORK. 4. ALL WORK SHALL CONFORM TO THE APPLICABLE BUILDING CODES AND ORDINANCES. IN CASE OF ANY CONFLICT WHERE THE METHODS OR STANDARDS OF INSTALLATION OF MATERIALS SPECIFIED DO NOT EQUAL OR EXCEED THE REQUIREMENTS OF THE LAWS OR ORDINANCES, THE LAWS OR OR ORDINANCES SHALL GOVERN. NOTIFY ARCHITECT OF ANY SUCH CONFLICT. 5. STRUCTURAL, MECHANICAL AND ELECTRICAL DRAWINGS ARE SUPPLEMENTARY TO ARCHITECTURAL DRAWINGS. WHILE REASONABLE CARE SHALL BE TAKEN BY THE ARCHITECT TO INSURE CONSISTENCY, THE CONTRACTOR SHALL NOTIFY THEY ARCHITECT OF ALL APPARENT DISCREPANCIES BETWEEN THE CONSULTANTS' DRAWINGS WITH A WRITTEN REQUEST FOR CLARIFICATION. ANY WORK INSTALLED IN CONFLICT WITH THESE DRAWINGS SHALL BE CORRECTED BY THE CONTRACTOR AT NO EXPENSE TO THE OWNER OR ARCHITECT. 6. UNLESS OTHERWISE NOTED, DIMENSIONS ARE TO FACE OF CMU OR FACE OF FRAMING. 7. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING BLOCKING AS REQUIRED FOR WALL AND CEILING MOUNTED ITEMS. 8. IN FINISHED WALL CONSTRUCTION AND WHERE A FINISHED CEILING NOT EXPOSED TO STRUCTURE IS SPECIFIED, THERE SHALL BE NO EXPOSED PIPE, CONDUIT, VENTS, ETC. ALL SUCH LINES SHALL BE CONCEALED OR FURRED AND FINISHED, UNLESS NOTED AS EXPOSED ON DRAWINGS. FURRING NOT SHOWN ON DRAWINGS SHALL BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION. UNIFORM BUILDING CODE 1997 UNIFORM MECHANICAL CODE 1997 UNIFORM FIRE CODE 1997 WA STATE ENERGY CODE 2001 BUILDING TYPE: TYPE III —N OCCUPANCY: STADIUM, A -4 it , 4 * 1 11111111111111111114119 11 161111111111”1111 arsomarisspoimmissoomo AREA: CODE INFORMATION STADIUM — 13.000 SF IMMILMOMPIPINIVISIMMOrlailallAPMW ALLOWABLE AREA: STADIUM — SEPARATED 3 SIDES 100% 13,000/18,200 + 1515/24,000 + 1.428/18,000 ACCESSIBILITY: STADIUM CAPACITY — 2000 (18` /OCCUPANT) WI-EEL CM.SI SPACES REQUIRED — 21 (TABLE No. 11 —A) ¢.A DRAWING INDEX A -0.1 GENERAL INFORMATION A -0.2 SITE PLAN A -2.2 GRANDSTAND BUILDING PLANS A -3.1 BUILDING ELEVATIONS A -3.2 BUILDING SECTIONS , S-0 S -1 S -2 GENERAL NOTE PLANS & DETAILS SECTIONS REVISIONS '7-1 BE MADE 1'O '►�. �,'{ WITHOUT PRIOR ► ` a = a BUILDING ...TOa. +> Y IIIZLUDE ADOMOWL NCREJASE, 9,100 SF X 2 = 18,200 SF I, • .85 < 1; OK V FILE COPY I understand that the Plan Check pn,v j s subject to errors and omissions and appropacif plans does not authorize the violation of any adopted code or ordinance. Receipt Tlft tractor's copy of approved plans actin B REVIEWED 11. rim .. opio at rover gird a.e_t - N_ air .e `..•elm lr.ae..r w.erins of tie Miro N..IIei C reel l-- al re erases Darts Carr 0 vlbelo s Sri .eeern-PPlae 114pIr.e s Ow. 51-111 ww a 11111imp. !.s lire Cdr. Qom A41.ra rarer mrlr... —mar iw a a mmm a r • mt summa ► ..memo o m■w.r •ae mss___ imoos ar or • t1"' -w r■, t#s our sal meow OD ammo r %Wm r `e mM rw ompoia^• Sr • singtosy rwp aaa■our r a• Naar der j�er MO mtr rr rwee■malao► or, I( REVISIONS NO. DATE $^ "war Carlson Architects I', Architecture & Planning Carlson ISSUED FOR: PEA DATE ISSUED: 3/21Na- 212002 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimil 206 728 4661 ISSUE Drawn By: Checked Bar Owner Approvak Drawing Filtc MW JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement A - 0.1 Plelegt MOWS GENERAL INFORMATION 1 : 1 0l 1 rM+ Clam Aailla.er Rs S O W� • • ° • 4 da I) r ° �~. 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I��I V ISSUED FOR: PERMIT DATE ISSUED: 3/21/12 REVISIONS NO DATE ISSUE 1 Carlson ._„ PS Architecture le plannin Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 5/2B/03 PERMIT CORRECTIONS Drawn Bar: TJS Checked Bar.: JH Owner Aprovek Drawing 1I Starfire Soccer Complex at Fort Dec Park TukwiNa, Washington Starfire Stadium Enhancement Pew corm GRANDSTAND BUILDING PLANS �ww � ar.a � 0 3- 04 • I : :NEW NANDRNS AT STAR I HANDRNLS AT STAIR_ _ - EASING • CONCRETE '.0 MING 7 I MAPPER 1110 EXTNG. CONC. RETAN•IG WALL NEW GUARDRAL 0 RAMP Z NEW C.LP. CONCRETE RAMP AND PLATFORM 25' -G O : 111P • { 25' -iL NEW LOW GUARDRAIL. NEW C.I.P. CONCRETE lie 0,11111011117 STARS AND PLATFORMS 3 25 NEW LOW NEW C.LP. CONCRETE NEW LOW NEW C.I,P. CONCRETE GLMRDRAL STARS MD PLATFORMS GUM MI_ STARS AND PLATFORMS H N r. G A II I 1 : � L 1• Y ,I tl yytl p 1� n y y y p y • � { g. ��.11.....1:16�1nR.C•.... _��. @ �1�. ,..M'.11l' • ' I •..uu .. h I. P (;\) YL �. NN11 NEW LOW NEW C.LP. CONCRETE NEW LOW NEW C.I ' . CONCRETE GUARDRAL 1 ?MRs AND PLATFORMS GUARDRAIL STAIRS it • �I 2S' -0' NEW LOW NEW C.I.P. CONCRETE NEW LOW NEW C.LP. CONCRETE GUARDRAIL STARS MD PLATFORMS GUMORAL STARS AID PLATFORMS 0 u► N f G 'I "" 1 u �! 1 y �1e I i 'w � IIC�Yu•�YI .. NY ��.7Y0 �.'M .. M''YI'I�..l :.Y I. YI,I�II 1�,•_ N 75' -o• _ 25'_0.7_ u '! li Y,!NII�� Y II' -NL hff yy1� dd ndµ ' 1 9 West Elevation Scale : 1/8-= Scale : 1 /8" = 1'-0" North Elevation scot: 1C = TO" r...nv wtlw. NEW GRMRDRI& • RAIP Iu OP. CONCRETE 1441P NO PLATFORM Ih nwN ..,wl nr Y YPU .." Y, w q: ip ' �1 p N h...I�cItl6�I1�I NEW LOW GUARDRAL "IL.I1L NEW RAMP AND PLATFORM V 25=07_ 4_47 di • lb 111: - : 41 . 44 +le : Y. ; •4 • . • ti ., ti r HAIM 25-0" , S NEW WORM COSTING • RAMP FMNI RAL • STAIR West Elevation us. i c , s Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: CONSTRUCTION DATE ISSUED: 7 /10/03 REVISIONS NO. DATE ISSUE 2 Drawn By: 5/28/03 8/25/03 1/24/03 checked BY Owlet al: Drawing Fie: • PERMIT CORRECTIONS REVISION TO H.C. SEATING REVISION TO EAST AND WT ENDS LW GF(ANUSTAN TJS JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement GRANDSTAND BUILDING ELEVATIONS A -3.1 pct Mkt: 200216 COPFIVI t arlrra Aromas PS I I. V fl /-011151116 Mr POLE ...11••••• MIME IBMS OEM SO117 DUSTING FIELD LIGHT STANDARD A L 3r-3" r RIDGE CONCRETE RETNNING WN.L BEYOND 2r-le PLATE _ 1W-G" T.O.C. MAINTENANCE BLDG. SCUPPER AND DOWNSPOUT 4 371-.3" 4_2- 13 7: A11 10" P I ri cj Scale : 1/8" = T.O.C. ILINTENNICE BLDG. Scale : 1/8" = 1 West Elevation Maint. Bldg. J West Elevati • Maint. Bldg. 1 EXPOSED PNNT159 STEEL TRUSS 100 South Elevation Ma Scale : 1/8" = v-cr Scale : 1/8" = EXAUST FANS South Elevation Grandstand Scale : 3132" = 1I-0" (-COSMIC LOT P011 - W-C NEW CONCRETE RETAINING WALL as SUR 911118 OPUS MKS NM C Ff E POIN Carlson Architects PS Architecture & Planning carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 ISSUED FOR: PERMIT DATE ISSUED: 3/21/02 REVISIONS NO. DATE ISSUE Drawn By: Checked By: Owner Approvat Drawing Fb arVarrium MAY TJS JI Starfire Soccer Complex at Fort Dent Park Tukwila. Washington Starfire Stadium Enhancement BUILDING ELEVATIONS A-3.1 PRIM 221112111 01 11191411* CAM= AVOID'S' PS 1' "CObile093 r • ?ROJECT StmuECT AVERAGE ELEVATION AT NORTH EDGE OF EJ(ISTING 'MUMMY - ELEVATION VARIES FROM 34' -5' TO 34' -2'- SEE PLAN FOR SPOT ELEVATIONS PROJECT RtiNF W1 L1dr 011.410114- IN/1F rm. SIDELINE OF PROPOSED FIELD -- NI , 34' - 3' TARES - LATCH EXISTING TTALI(IMAY 1 TOP OF PILE CAP 6' —cw NEW JJ FIELD LEVEL AL ' 15 ± -... EXTM . F ELD LEVEL ENIA ENGINEERS NORTHWEST, INC., P.S. STeUCTLJRAL ENGINEERS 6869 Wrocpt.Awiw AVE_ N. E-_ #2O3. Srp rtu, W' 9!►I 15 ;206) 525- -7560 F+ x (206) 522-66911 d 3 SHEET L4F BY S RS 4 3IFY 2 His Safety Terrace SectioNReinfoncting sixes _ p s 17-9" rtS DAIF GUTTER N E T T G U M M I A I HORIZONTAL DR* m146 GRADE CONCRETE PEES PER ST r CONCRETE Warm rm. VERTICAL DRAINAGE SYSTEM 141 £w.4r +1/4- 441fIrt e FOOTNG DRAM 3 -6" G NEW 6' CO��TN/H CRETE �S �-� S WATCH � G TI G LAB EDGE AND SLOPE TO TRENCH DRAM! 14' -6` A row Me1•214ffMIr 43 low SEAS Soma E ROM FOR QE WPM AMC comp-asE lesmas CIE set 6 SEIM a 1100 9E5tEasF. maim 91RLE OISCORIMMOIS IRON OPENHCS A ROOMS CD MEOW FE MIMI; IE M EM 911111 NMI A QM IBM OF R LEW 22 MIXES AO NOT WOE III % 'S- arwlrts a IRE mor aF It ROW Molt OF S 111101 AE INF LOOM A IE ENO OFlw MSS 11/11 1•EIE MEW 6 NO OEMS NRIE. III sit A mar Cr 1i MIXES AD RES NOW W U1E4- 9N011- MOW A I_ 9Mrl E MOM 2 t -O » MIME PO RIOI OF DOM IMMORAL TIN). *ST END DAM& - soR ANSI END sm. 12 STEEL COLUINS NO ROOF STRUCTURE PER METAL BUILDING SUPPUER EXISTING GUARDRAIL 2 - 2 ~ Section Section / Handrail Bevy tion sal : 1/" = r4r scale: 1/4" = 1'-Q" TE7 TJl To Isom Mac R E/IL'To WORK. Kw AND ONO 9rostTTP. D eSTINc =CRETE GRANDSTAND 2 -2` 0 IG CONCRETE GM05TNO r r —_ -t H I 111-21 * DOSTMIG CONCRETE GRANDS D NEW LOW GUAM*. - IGALVND SQUARE STEEL TUBE TO MOT EWNG IF 1 _ l ` r- �i 7 1 -0 " DOSING G MDFAL NEW HAN1ORAL - MINCED STEEL nEE SOME � MATCH COSTING kvaraill t H Lii j i E t I t I_ NEV CONCRETE FOOTING, REr*; NAIL MO SLAB Z ; s COSTING COICRETE (IMO Section ARE LME 1 scat : ler : rr s CD s CO 1C-8" ASPHALT PAVING BElTTEEN CURB AID GRANDSTAND a COSTING GUM MI 3 ' -6 , ;I . 7 1_ o w r .. v POCKET FOR MUM, GROUT SOW WITH NON-SHRINK GROUT TYP. 1 1 :'I 10' -0' SEE CML FOR D U FED AND FIRE UNIE LOCATIONS ier CONCRETE CURB-EDGE OF FIEF -TURF PROPOSED FIELD MUNE 3' NETT LOW GUAM* - 9Q iAARE STEEL BE ASPHALT PA, 12' -O' 1 i i • 10' -8" X1/7 10'-o• SEE CT11L FOR DUCT RID No FIRE LNE LocAnoNS ■ FE CURB-EDGE PROPOSED FELD J • ISSUED FOR: CONSTRUCTION DATE ISSUED: 7/10/03 REVISIONS NO. DATE ISSUE - 2 Carlson Architects PS Architecture & Planning Carlson 2111 Third Avenue Seattle WA 98121 Telephone 206 441 3066 Facsimile 206 728 4661 5/28/03 8/25/03 11/24/03 2/13/04 Drawn By Checked By: Owner Orawi^g/°�►al: • PERMIT CORRECTIONS REVISION TO H.C. SEATING REVISION TO EAST AND WEST ENDS OF GRANDSTAND SECOND REVISION TO EAST AND WEST ENDS OF GRANDSTAND TJS JH Starfire Soccer Complex at Fort Dent Park Tukwilla, Washington Starfire Stadium Enhancement GRANDSTAND BUILDING SECTION Pw2001 20021. Cq/ISIM Callon A.aillics PS • ROOF DECK NOTES; 1 .) 2.) 3�) p qG TO 6E4; }' TYPE 7' ROOF DECK. ( I STEEL OECIO G SCHEDULE AND MST BE MOLE NMI) 10 ME FA AWL /12 1EX NMI APPROVED TES'I1MC L/G 6 TO ■ASPECT ROOF FOR AND ROOF 6 MDT 10 E COD Lem IESTP WIDE PENFORWINCE OF THE ROOF DECK 011.110 OI SUPPORT MID 111E SCE LAP ATTACHMENT. TINE 0E0t SHOULD > IF PIECE 10 EST A GR1a1 PHJ1lI I ON 7NE NI E RISE OILY ENDS OF SIMS ma E OM VEIN SEAR ON SILTS SEE HOOF SECTIONS F ON NEED EL OEMS OM AD DM ISE OFD ON 6 TO BE SOU fD. NOT OW INNMAI SHOULD E ARE 10 114E ATIMOIMONF NM= ANN RaFwE lIJw�Uaer FOR is i WILL E VM • Cm. Q TIMM OS POITIONOCW01 10 = 0.1a .S SPANS. T11). ALL sEIDIPIC & CONNECTIONS. OUJMUTY OF THE FASTENER 10 HIS WY 10 PRCI ^,E SHOULD BE Pam APMAT. THROUGH JOSE 1t'P' CHORDS. OEM MID SOMER. TYPICAL PUOCLE WELD Elk SWIVE TYP. REVIEWID Ibis p mai ecr.ewad IAor UUweral cadarissaas Ida ea Ibikimair Saiamil Provision a( de Ulitani 13NH1IN Cads Nhovidars of dr Wane daildlas Cads 0 w,. Same I awes 31.30 RAO wairavon sire Buggy Coax DC'Msipr SI -I I WPC) 7!. rope "phew M ompoollio hI Cis r Cade «r all Wiled* MI6% omallon N ipp*rd. • r � w... a.d +w 'r gooloo of r1r 11161110110 /be im 60. .r .ice aglow Imo of r f or d Mow of r r�� rry rrr • Mgrs amp •' JotaMrro Of Ms r1 gladrrMrs- . 1 - 0 * nips GIGh) �. iignINUMMOU (ALT. 910 1E3( UNITTS DECK NOTE P. SIMILLIMa (41LT. A1 Mt SCI REIN) (RECIFE IIRMINUla SEE 1100F OE= uwE AL (NO Ma WM= OOF DECK CONNEC •NS Y • THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE INCA CODE -- 1'• EDI ON - .TM' • LIVE LOADS ROOF 25 PSF (DRIFTING WIND 80 MPH. EXPOSURE SEISMIC ZONE 3 Z -0.3. SOIL PROFILE SD. R • 4.5 SEISMIC IMPORTANCE FACTOR 1.0 SNOW BASED ON 20•PSF GROUND SNOW) B. IMPORTANCE FACTOR 1.0 (MA I NTENCE) R = 4.5 (GRANDSTAND) EDITION s• S THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PREOVISIONS OF THE CURRENT OSHA STANDARDS. THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS Fl1A ANY NONCOMPLIANCE WITH OSHA STANDARDS. TAKING INTO ACCOUNT THE GENERAL CONTRACOTR'S MEANS AND METHODS. THE GENERAL. CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SOT HE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS NELL AS JOBSITE SAFETY ON THIS PROJECT. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 1000 PSF IN ACCORDANCE WITH SOILS REPORT /2003001 DATED 2 -19-03 PREPARED BY BERQUISTENGINEERING SERVICES. INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED NATIVE SOILS OR ON COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTON D -1557. EXTEND ALL EXTERIOR FOOTINGS 18' MIN. BELOW FINAL FINISHED GRADE. EMBED 18" DIAMETER AUGERCAST PILES IN BEARING LAYERS TO PROVIDE CAPACITIES INDICATED ON PLAN. SOILS ENGINEER WILL INSPECT THE INSTILLATION OF THE PILING AND WILL MAKE FINAL RECOMMENDATIONS ON EMBEDMENT AFTER REVIEWING FILL. USE F'c OF 4000 PSI FOR GROUT FOR PILING. USE 10 SACKS CEMENT PER CUBIC YARD OF GROUT. SUBMIT PILING RECORDS TO ENGINEERS NORTHWEST AND BUILDING DEPARTMENT. PREPARE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UMDERLAYMENT . CAST-IN-PLACE-CONCRETE F'c = 3000 PSI FOR ALL CAST - IN- PLACE- CONCRETE, ULTIMATE STRENGTH DESIGN METHOD USED. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UDC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4' MAX I MMMI SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + t -1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER -- CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2%. ADD NO WATER AT SITE. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING 3/4' CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWI NGS . SHOTCRETE F'c = 4000 PSI SPECIAL INSPECTION REQUIRED. WORK IN ACCORDANCE WITH "SPECIFICATIONS FOR MATERIALS. PROPORTIONING, AND APPLICATION OF SHOTCRETE" (ACI 506.2 -90). SAND BLAST SURFACES TO RECEIVE SHOTCRETE TO REMOVE PAINT, OIL. GREASE Ni D OTHER CONTAMINANTS AND TO PROVIDE A ROUGHENED SURFACE FOR PROPER BONDING OF THE SHOTCRETE. SHOTCRETE CONTRACTOR SHALL SUBMIT EXPERIENCE RECORD AND LIST OF RECENT PROJECTS. A TEST PANEL WILL BE REQUIRED TO VERIFY OPERATOR QUALIFICATIONS AND TO VERIFY ACCEPTABILITY OF FINAL FINISH. CORES WILL BE CUT FROM PANEL FOR TESTING AND TO VERIFY ACCEPTABILITY OF PLACEMENT AROUND REINFORCING BARS. THERE WILL BE A SHOTCRETE PRECONSTRUCTION MEETING. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A615, GRADE 60 (fy-60.000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETERS, 2' -0' MINIMUM. UNLESS NOTED OTHERWISE. PROVIDE CORDER BARS (2'-43* MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH 'ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES ". MELDED WIRE FABRIC (WHHF) TO CONFORM WITH ASTON A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT ST I RRUJPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST- I N -PLACE CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH FORMED SURFACES EXPOSED TO EARTH OR WEATHER NOT EXPOSED TO WEATHER OR IN SLABS. WALLS, JOISTS BEAMS. COLLARS PRIMARY REINFORCEMENT. REINFORCING STEEL WELDING (I NOES) 3 2 06 AND LARGER /5 AND SMALLER 1 -1/2 CONTACT WITH GROUND 14 AND LARGER 1-1/2 011 AND SMALLER 3/4 TIES. STIRRUPS. SPIRALS 1 -1/2 USE ASTM A706 GRADE 60 (fy = 60000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI/AWS 01.4-92. ' STRUCTURAL LD I NC CODE - RE I NFOR'C I NG STEEL'. USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AIRS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRE'NHE I T . MAINTAIN A MINIMUM PFlEHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH NO.11 BARS. DO NOT WELD NO. 14 AND NO.18 BARS. DO NOT WELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING: DO NOT QUENCH. USE W1ABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL. ALL W:1I( IN ACCORDANCE WITH "RISC SPECIFICATION FOR THE DESIGN. FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ". AND THE 'CODE OF STANDARD PRACTICE'. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTON A -992 (Fy=50.000 PSI) OTHER SHAPES 8 PLATES ASTON A -36 (Fy=36.000 PSI) TUBE SHAPES ASTM A -500. GRADE B (Fy=46.000 PSI) PIPE SHAPES ASTON A-53, TYPE E OR S. GRADE B (Fy=35.000 PSI) SAD STUDS ASTM A - 108 (Fy=50.000 PSI) ANCHOR BOLTS ASTON F1554 (Fy6.000 PSI) HIGH STRENGTH BOLTS ASTM A -325 BASE PLATE GROUT ASTON C -1107 ALL STRUCTURAL STEEL BOLTED CON ECT I ONS ARE ASTM A -325 TYPE N CONNECT I ONS - BEAR I NG TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SL I P CRITICAL AND BOLTS NEED BE TIGHTENED 'SNUG TIGHT" ONLY. UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER R.YS WITH SLOTTED HOLES. INSTALL A -325 BOLTS IN WITH 'SPECIFICATION FOR STRUCTURAL„ JOINTS USING ASTd A325 OR A490 y - r as BOLTS . . 0 ALL HIGH ' . ' TH . TS ` E TI e . 2. 40 - • _ . . , ' METHOD / CAL I BRATED WRENCH OR ENGINEER APPROVED r IRECT . .ION I r CATORS. . r 3 [-' WRENCHES ARE USED. A MINIMUM OF THREE BOLTS OF EACH DIAMETER MUST BE TI t a 7 r AT LEAST ONCE EACH WORKING DAY IN A C:AL IBRAT I O14 DEVICE THAT DIRECTLY READS THE BOLT TENSION. PfROV I DE MINIMUM EMBEDMENT FOR ANCHOR BLOTS PER UBC TABLE 19D FOR CITE AND UBC TABLE 21N FOR MASONRY, UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH ANS D1.1 'STRUJCTURAL. WELDING CODE - STEEL'. MELDS NOT SPECIFIED SHALL BE 1/4' CONTINMJOUS FILLET MINIM M. ALL WELDS BY WAGO CERTIFIED WMELDiERS . USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENS I L.E STRENGTH TH OF 70 KS I . M.I. 1NHELDED JOINTS SHALL BE Q.ML. I F I ED . ElDHEAD STUDS (DH) ARE BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. • EXPANSION ANCHORS - 'HILTI IXiIK BOLTS' - INSTALL IN ACCT WITH ICED - • ER -427. MASONRY ANCHORS - 'HMI ADHt S I VE ANCHORS" - INSTALL IN WITH ICBO REPORT ER- -5193. COORD I N ATE WORK WITH JOIST MANRF SPEZ IF I CAT I ONMS FOR ITEMS TO : GALV ID. ALL JJOI AND . AL • . - h : _ . SEE N CUJ 1IMG OPEN WI THE =vita OyMA STEM CEIER& CONTRACTOR 94ALL BE RESPONSIBLE FUN ALL PROVISIONS OF THIS STANDARD_ _ Ti E CEMERAL CONTRACTOR "MU- REVIEW THE DRAWINGS FOR 'My ICINCOMPL I ANICE WITH OSHA STMOARDS . TAK i N G INTO ACCOt_1 THE GENERAL CONTRACTOR'S MEMO IMO METHODS. THE GENERAL SHALL INFORM DIIN OF ANK NQS,'OIPLIAMCE SD THE DRAWTIN65 WAY BE MODIFIED FOR crONPI. I MACE PRIOR TO CONSTRIXTION. THE GENERAL. CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEIN G NO METIO S AS WELL AS JOBS I TE SAFETY ON THIS PROJECT. DO MN PLACE ANT TIMJCT I Or LOADS ON semis UNIT I L THEIR CONNECT I ONG ARE COMPLETE. M IENS DES I GIATED "POSTS' ARE NOT OESIOED TO CARRY THE 9111 300 POUND ECCENTRIC LOAD. JOISTS GI AND FABRICATE IN ACCOVANCE WITH 'STMOAIO SPECIFICATIONS FOR .JOISTS. k- SERIES. FOR L NESPAN STEEL JOISTS. Ls-SERIES IMO STEEL . ISTS. O N- SERIES. IMO FOR JOIST GIRDERS' MO RECOMMOIDED . • Or ST ' ICE FOR STEEL .JOISTS AD .JOUST GIA1 ". STEM JD INS (SJI). TIE MIMING IMO UMBER AS REWIRED SV STIWAjHr1fWT - IFIOATI015. DESIGN ai ► JOIST COMM FOR ALL LIMOS 90IWI OR DE SIGN TOP • ' FOR DING LINOS AS NOTED. DESIGN *3 OR Jt 9E FORCES ,ES • • - aE TWO INCREASE MY Et . USED . LAMM LOOS IN CONDINAT ION WITH - ITT LODES ONLY D IF I - OJI PLANS. r1 IWv ILL NECIN NqL. Ge 3 : . A4 OTTER SPECIAL 111 1EDwN1C1AL. aI.EC1RIaa.. no no t , i . DAIS S Et1AL CONNECTIONS fa 9 LOOM 41111 OR HIED. 3 SHILL 0E31- ' STS FOR SOW KARIM AS. ' a I N I T T 4 I I N P I . L 1 1 : t♦A1ER1. . RIMCE1ElA1T NLJW6. CRLOILATIONS AND 5•11 RA" APPRIP IL. A CIVIL . OEINEER REGIME, IN TINE STA11E IN OWN NE r"IGIECT IS TOE WART STOW NO SIGN 111E mammals. vas SINE EM MEN WILL 1E1r1EO TINE RAMS 10 rNSIlWE CONNEUMM11 E1111801 WANG NO - • > > PLAINS WILL Will ■R NOS. •ATi1111 NO L11012111111 : • ALL LIMB. AW • 1. _D_ 0E111•13.. Si ROT SEM F 3111.11TTAL MIS L w .. 1s 1101P•161.1 AR OMEN SRL aimmeat mat 3111111111111111L MIL rairao t. IU PP1111 ES MI 113110 S IONS DIP R1EINIE. 1. ' VP MIS OM SSW 2 OWES OF 111E FOR NEWMIED. SrAN .aT111BN SOIL E NO OLOILAIIIIIIR i .L EA sA SF NE SOP D MASONRY REINFORCED HOLLOW UNIT MASONRY WITH SPECIAL INSPECTION REQUIRED. F'm - 1500 PSI. USE GRADE "N" HOLLOW LOAD - BEARING CONCRETE MASONRY UNITS CONFORMING TO UBC STD. 21 -4. USE TYPE S MORTAR BY VOLUME: ONE PART PORTLAND CEMENT, 1/4 TO 1/2 PARTS HYDRATED LIME AND DAMP LOOSE AGGREGATE NOT LESS THAN 2 -1/4 NOR MORE THAN 3 TIMES THE SUM OF THE VOLUTE OF CEMENT AND LIME USED. FILL ALL CELLS CONTAINING REINFORCING AND (MERE NOTED WITH GROUT - MIN. STRENGTH. 2000 PSI. USE COARSE GROUT ONLY WHEN CLEAR CELL EXCEEDS 3 "X3 ". CLEANOtITS REQUIRED. FOR GROUT POURS OVER 5'0'. LAP TYPICAL MASONRY WALL REINFORCING 48 BAR DIAMETERS. ALL CONNECTIONS AND BOLTS SHOWN EMBEDDED IN MASONRY ARE TO BE INSTALLED BY THE MASONS DURING THE CONSTRUCTION OF THE WALL OR PIER. PROVIDE CORNER BARS TO MAT « HORIZONTAL REINFORCING. ALL MASONRY TO BE RUNNING 8010 LAY-UP. - «r �. I r , r •, • r- • rI : c • - . ■ r ;, 2a • 2 HIGH X 36' WIDE GALVANIZED 33. MINIMUM YIELD TION SHALL AL TIONS. SEE OF 5 STRUC VERIFY ALL WELDERS HAVE CURRENT CERTIFICATION. INSPECT ALL SHOP FILLET WELDS 5/16" AND SMALLER. PERIODIC SPECIAL INSPECTION WELDS 5/16" AND SMALLER IS REQUIRED UNLESS THE WELDING IS DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH UBC SECTION 1701.7. SEE UBC SECTION 1701. INSPECT ALL SHOP FULL PENETRATION AND FILLET WELDS 3/8" AND LARGER. INSPECT ALL FIELD WELDS. FULL PEN WELDS SHALL BE INSPECTED WITI*i ULTRASONIC OR RADIOGRAPHY METHODS. IF APPROVED BY BUILDING OFFICIAL. THE NON- DESTRUCTIVE TESTING RATE MAY BE REDUCED TO 25% IN ACCORDANCE WITH THE EXCEPTION OF SECTION 1703 OF THE UBC. BASE METAL THICKER THAN 1-1/2', WHEN SUBJECTED TO THROUGH -TH I CK ESS WELD SHRINKAGE STRAINS, SHALL BE ULTRASONICALLY INSPECTED FOR DISCONTINUITIES DIRECTLY BEHIND SUCH WELDS AFTER JOINT COMPLETION. ANY MATERIAL DISCONTINUITIES SHALL BE ACCEPTED OR REJECTED ON THE BASIS OF THE DEFECT RATING IN ACCORDANCE WITH AWS1.1. CONTRACTOR SHALL PAY FOR REWELDING AND INSPECTION OF ALL WELDS NOT MEETING SPECIFICATIONS. INSPECTOR SHALL NOTIFY T STRUCTURAL ENGINEER OF WELDS NOT MEETING SPECIFICATIONS. ASTM A653 MATERIALS AND I FOR DECK GAGE AND MINIMUM EFFECTIVE FUS I D I AMETER . SEAM WELDS MUST NO CONCRETE CONTAINING USE VERCO SHEARTRANZ PATTERNS MAY BE C AND STIFFNESS I4SPEC UB INSPECTIONS ARE TO BE PER C CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING LAB. FOUNDAT I ON : CONCRETE: INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS. TAKE STRENGTH, AIR CONTENNT..S�TOFOF BY CODE CONNECTIONS AN AANCHOf BOLTS. REINFORCING: VERIFY THAT ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED PLANS. CHECK FOR REQUIRED COVER, SIZE. GRADE. AND SPACING. CONC. EXPANSION & COPY OF IC80 REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MASONRY ANCHORS & MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE DRILLED IN DOWELS: SYSTEM INSTALLATION IS IN WITH REPORT. MELDING: PER AWL SECTION 6. INCLUDES MELDING OF REINFORCING AND DECK. INSPECT THE FOLLOWING PRIOR TO WELDING: PERSONNEL QUALIFICATIONS, WELDING PROCEDURES, WELDING EQUIPMENT, MELDING S. BASE METAL QUALITY. JOINT PREPARATION AND FIT -UP, PRFNEAT. MELDING CONDITIONS. DURING WELDING INSPECT THE FOLLOWING: TACK WELD QUALITY. WELD PROCEDURES. INTERPASS TEMPERATURES, CONSUMABLE CONTROLS. INTERPASS CLEANING. VISUAL INSPECTION. NET. IF REQUIRED. AFTER WELDING INSPECT THE FOLLOWING. IF REQUIRED: CONFORMITY TO PLANS AND SPECIFICATIONS. CLEANING, VISUAL INSPECTION. NOT. REPAIRS INSPECTION. POST WELD HEAT TREATMENT, DOCLMENTAT I ON . NDT IS REQUIRED FOR ALL COMPETE PENETRATION WELDS - SHOP & FIELD. VISUAL INSPECTION IS REQUIRED FOR ALL OTHER FIELD WELDS. ROOF DECK: VERIFY THAT DECK SIZE AND GAGE IS PER PLAN. INSPECT ALL PUDDLE (MELDS AND SIDE SEAM CONECT I ONS . VERIFY CERTIFICATION OF WELDERS. WELDHEAD STUDS: VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. I NNSPECT I ON SHALL INCLUDE BEND I NG A MINIMUM( OF TWO STUDS AT EACH SET UP IN WITH TRW NELSON'S RECOMMEPDAT I ONS . MASONRY: VERIFY THAT ALL REINFORCING. CONNECTIONS. AND ANCHOR BOLTS ARE PLACED IN LA WITH APPROVED PNS. INSPECT GROUT SPACE IMMEDIATELY PRIOR TO CLOSING OF CLENMDUT. INSPECT GROUTING OPERATIONS. VERIFY MORTAR IS BEING MIXED TO SPECIFIED PORTIONS. TEST MASONRY PRISMS BEFORE AND DURING CONSTRUJCT I ON AS REQUIRED BY CODE TEST GROUT SAMPLES. SLOP DRAWINGS SUBMIT 2 SETS OF PRINTS AND 1 SET OF REPRODUCIBLE SEPIAS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED 1 STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: CONCRETE MIX, STRUCTURAL STEEL, MISCELLANEOUS STEEL. REINFORCING STEEL APO JOISTS. 'SHOP DRAWINGS ARE AN ERECTION AID. AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...'. SPECIAL COI�DmON$ CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR IWI SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUIBM t T PLANS SHOWN I NG LOCATION. LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHiAN I CAL . ELECTRICAL . PLUMBING OR SPR I PE ER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMM I TTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQU I PM a NT . ALL DETAILS OF COMECT I ONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT . IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS. IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. I.F. INC. KB L.L.V. R ABBREVIATIONS ARCH. = ARCHITECT B. OR BOT. = BOTTOM BTNN . = BETWEEN BLDG. = BUILDING C.I.P. = CAST IN PLACE CUR. = CLEAR CNTR. _ ENTER CON. _ (ATE CONT. = CONTINUOUS CONTR . = CONTRACTOR DIA. = DIAMETER EA. = EACH EL. OR ELEV. = ELEVAT I ON E.N.W. OR ENS = ENGINEERS NORTTHNEST E.F. = EACH FACE E.11. =EACH RAY F.O.C. = FACE OF CONCRETE F.O.P. = FACE (T• :t1'WDOD F.O.S. = FACE OF STUD WI F.O.W. = FACE OF LL FTC. = FOOTING H. OR HHORIZ. = HORIZONTAL = INSIDE FACE = INCLUDING = IC/IK BOLT = LONG LEG NOR I Z1aNTAL = L LEG VERTICAL ITEM 411401C111111411 Ole IsiliewaPilki MCP A� T Y •11111 Joe! S INDICATED ON PROVIDED THEY HAVE LOAD CAPACITY. • DECK. CONFORM '&NTH 36 KSI WI VANIZED COATING. 90 COPE TIONS. REPORT 2078P. SEE PLAN PRIME PAINT REQUIREMENTS. a WELDS MIST BE 3/8" BY 1' OR 1/2 MUM OF 1 - 1/2 ". COMPLY WITH ANS D1.3. USE IDE OR CHLORIDE SALTS ON ROOF DECK. OTHER ROOF DECKS AND ATTACHMENT VALENT DIAPHRAGM STRENGTH Y.A.S. M.R.S N.F. N.T.S. OPNG. O.T.O. l PNL REINF. R.O. SW SIM. SYW. T. T.O.F. T.S. TYP. U.N.O. V. OR VERT. V.I.F. V.O.F. V DEFERRED SUBMITTALS STRUCTURAL COMPONENTS MIR 114 WEN11111 IJ R RAi CO IEM i wII erIMII IRR ME ER - VC MIMS Q•lN111L MASONRY (CLAY OR CIWU ) METAL ROOF SUPPL 1 ER NEAR NOT TO SCALE OUTSIDE FACE OPENING OUT TO OUT PANEL REINFORCING ROUGH OPENING SHEARWAL.L. SIMILAR SYMMETR I CAL TOP TOP OF FOOTING TUBE STEEL. = TYPICAL AT ALL SIMILAR PLACES = UNLESS NOTED O11E WI SE = VERTICAL = VERTICAL INSIDE _ T I GAL OUTSIDE FACE = WITH REVIEWED FOR X cul - si►+'LIA Cr] JtiJi S ` r•� A J' ■ Carlson Carlson Architects PS 2111 Third Avow Salk wwUrinllsn 91121 -2321 Wass MI 441 30111 iaelids 2N 721 4M1 Ppmis Oar hoonook 3 -21-03 6 - 03 Df . PEWIT going az AMM R 1. 'nom Fht GRr4ICST AND -Ci WANE$ - J6 col 12. BLDG PERMIT REsP245E Starfire Soccer Complex at Fort Dent Park Tukwila, Washington SO(Gs) .104 r Carlson Carlson Architects 2111 116d limo bulk VIIIIII■ IIrn-mei � i PS `1j w TF ME me Cl 3 -21-03 EI�'tlT ar b- 4 - D3 8 PER1T RESFbNBE �. lipi r a >�_�' - _ r . _l l� 4 1110 NOODN * 'I'UIM TN '10 N*YIN004 6099 *o-111 () Vi 'QIgt-114 (401) • BaINN1DH 'Inman ■ Starfire Soccer Complex at Fort Dent Park Tukwils, Tashington 5iferr3 SI ,,,,„„„, ....IPA t GIRDER I "A" "B" "C" w TF BF I Cl le' 4d" ar r li■tlr' lipi r a >�_�' - _ r . _l l� • I, SLOPE r wN J IIIP MIER PUNE Fro. hi 60' EXIST. PL CONC. GRANDSTAND STRUCTURE (NOT SHOWN.) TYP. BENT ELEVATION 36'O DRILLED PIER GRID �TYP USE 32' -0' LENGTH FOR 3 49'-0" LENGTH FOR P4. 2" NEW CONC. SLAB EXIST. CONC. WALL Dt2 w 244e-ow 18'O 60 TON PILE GRID @ TYP. 4 EQ. SPCS. • 5r -O' 0 -2 3i" CONC. ON 11' TYPE "B' DECK GRANDSTAND FOUNDATION NOTES ibr .�1iiili� i 1.) SEE SHEET SO FOR GENERAL NOTES. 2.) TOP OF NEW SLAB MATCH EXIST. SITE ELEV. no 50' -0' 44' -0' i 1 (BRACED BAY) W16x26 W16x26 L-2 1 22GA TYPE B" 11W R DECK. Z - - - GRANDSTAND ROOF F PLAN ACM 1 1.) SEE SHEET SO FOR ROOF DECK FASTENING SCHEDULE. 2.) JOIST SUPPLIER NOTE: A. JOIST DESIGNATIONS ARE BASED UPON 1Opsf DEAD LOAD (INCLUDES SELF WEIGHT) PLUS 25psf UVE LOAD. PROVIDE ADDITIONAL JOIST CAPACITY AS FOLLOWS: - ALL EQUIPMENT 50 POUNDS, & GREATER. - SPRINKLER LINES LARGER THAN 4' DIAMETER. B. JOIST SUPPLIER SHALL VERIFY WITH CONTRACTOR ALL MECHANICAL/SPRINKLER WE)GHT AND LOCATIONS PRIOR TO SUBMITTING SHOP DRAWINGS. C. PROVIDE FOR NET JOIST WIND UPLFT WAD D. SUPPLY ALL JOIST BRIDGING AS REQUIRED. (4146 ever. Ew- - 1 6 ' P1 t•24' • 0 Tin 1 — EDGE OF EXIST. 6' CONC. SLAB . 16'a PLE 1 +35' -01 50' -r 0 it PLAN rb EN■El 6.3134 PILE CAP PLANS 504 BACK OF EXIST. 6' CONC. WALL • 44 P1 18� AUGERCAST PLE WV DEEM PER ••••■ Mb � SECTION A -1 . 1' -0" 1 SEE SON.,S REPORT PAGE 11 OF 13 FOR NAIL DESIGN PARAMETER. 2. DRILLING TO COMMENCE FROM TOP DOWN (U.N.O.) 3. NAIL VARIATIONS *12' PER LOCATION. t5 SLOPE w/o REDESIGN. 4. PROOF TEST AT LEAST 5% OF THE NAILS IN EACH SHOTCRETE LIFT. 5. SOILS ENGINEER TO VERIFY NM. LENGTH. CRIL ED PER REINFORCE w/ (9)-17 v- a s301s •i2 oc 44'-©' (3 SF'iACES • 14'x' rya r - -_3 , ' 1!! it g u 11 I ri � Z it Lt 11 jcu € .r� REID MIC, LETQN, INC. r BACED SAY ELEVATION - rAr I • BASE It PER M.B.S. 18'08" TIE BM. (3) #7 T. & B. #3 ❑ 012"o/c #4 0 12"o /c, EMBED 5" MIN. INTO EXIST. WALL & EPDXY w /HILTI HIT HY -150 ADHESIVE (SPECIAL INSPECTION REQ'D) 4 -1 "a MIN. ALL- THREAD (EMBED 10" MIN.) 2" MAX. NON- SHRINK LEVEUNG GROUT SECTION 7' -0" MIN. (. cot_ 7' -0" A -2 COL PER M.B.S. EXIST. GRANDSTAND #4 NOSING BAR WALL & SLAB BEYOND CLR. #4 0 12 EA. WAY 2 - #4 BOT. EXIST. 8" WALL - P1 OR P2 PILE CAP PER PLAN • 41 0 12 "o /c BASE t PER M.B.S. 4 -1 "11 MIN. ALL- READ A SECTION B -2 1 " 1 ' -0 • 7 6" SLAB ON GRADE w / #4 0 16 "oc EA. WAY EMBED SLAB REINF. 5" MIN. INTO EXIST. 8* WALL do EPDXY w/ HILTI HIT HY- 150 ADHESIVE (SPECIAL INSPECTION REQ'D) 3 "0 WEEP HOLES 0 8' -O "o /c 2 - #5 CONT _^^ R I I- I Irf 2'--0" SECTION C -2 -0" • RAIL PER ARCH. 8" CONC. WALL REINF. w / #4 012 "oc EA. WAY ASPHALT PER ARCH. #4 0 12 "o /c, EMBED 5" MIN. INTO EXIST. WALL & EPDXY w /HILTI HIT HY -150 ADHESIVE (SPECIAL INSPECTION REQ'D) WALL & SLAB BEYOND CLR. #4 0 12"o /c EA. WAY 2 - #4 BOT. ft #4 NOSING BAR I r i f T i: — .1 ;. --- 0 12"o /c 9 O U ■ Carlson Carlson Architects PS 2111 Third AMnw S44014, Worlibilon N121-2321 Tdaphw s 206 441 3066 Foe** 206 720 4661 Mein' Omni IF DIs. chomp k aJUC KER owr Ar■rwsk 4111111P 11111111■611. Pudis Fit GRANDST 1D- R1b5ECT - 16 z og ig a I I E Starfire Soccer Complex at Fort Dent Park Tukwila, 'Washington S 2 cam, canson: Carlson Architects PS rn lid r.. srr. 161114.11 sir -3321 WO= U1 441 NM Wok f1131 *1 0.17 f o 4 iv I 1. :. 11 r � • Starf ire Soccer Complex at Fort Dent Park Tukvila, Washington S 2 (Gs) ,..,_„..„._. GIRDER PER PLAN 1 � "x14 � -2 ALL MIN. (EMBED 10" INN.) r MAX. SHRINK L LNNG GROUT 6 CONC. SLAB EXIST. GMNDSTAND t8 TIE BM1. (3) •T T. & 8. #3 Doi ro/c t 1 "x12x1' -0" w/4 —1 "0 SECTION SECTION E -2 BM. PER PLAN T.S. STIFFENER EA. SIDE (MATCH COLUMN SECTION) A -2 1' -o- O T.S. COL. PER PLAN 1 i MIN. ALL AROUND EXIST. 8" WALT. P1 OR P2 PILE CAP PER PLAN I 1 }Y16"x1' -4" M►/ 4) 11 THREADED SECTION B -2 CLEANED & INSPECTED REMOVE R It EACH SIDE TOP do BOT. WIDTH TO MATCH COL FLANGE. THICKNESS TO MATCH w � • FLANG E. ALIGN WITHIN I TOLERANCE. MITER ERS TO AVOID WELDING IN - K" (COL FILLET) AREA. W14x22 STUB, TYP. ROOT IS PER PLAN SECTION J -2 f TYP. NEW .len 0 I II" EA. SIDE w /(3) 1 "0 A325 BOLTS GIRDER PER SCHEDULE PER PLAN C -2 *- = 1' -0" B.U. BAR TO MAIN REMOVE TABS SECTION D -2 c M'T' SECTION H-2 f " 1 - 0 " , 1 , 14 3'-0" FTG. w/ (3) #5 BOT. E.W. • - s 1 • -O . - x4 "x0' -9 S 3'3 1 ` 4 :, i j E PE D .:22'LETON, NC 114111•110. 611111b • • 4P • r c C r G N R A N i T S 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBUC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT (206) 433 -0179 AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBUC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING (206) 4 33 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS AVAIUABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRES PRE - APPROVAL FROM THE OWNER. THE ENGINEER AND THE CITY OF TUKWILA. 7, ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS. UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBUC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBUC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON UCENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE NAD 83/91. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE. THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13, FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION, TO COVER MEASURES, THE CONTRACTOR SHALL: PROTECT STOCKPILES AND STEEP CUT AND FILL. SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. STOCKPILE. ON -SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 14. BY OCTOBER 8. SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE SET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. PERMIT RESUBMITTAL (CITY OF TUKWILA PERMIT D03 -093) T F RT ENT STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE' AND EITHER "DRAINS TO STREAMS', "DRAINS TO WETLANDS' OR "DRAINS TO GROUNDWATER" AS APPLICABLE. 3. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5 -FOOT 2"x4' STAKE, BURIED 4 -FEET AND LABELED "STORM DRAIN". SANITARY SEWER NOTES 1. ALL METHODS AND METERIALS SHALL MEET CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE NOTED. UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE UNES IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. WATER SUPPLY NOTES 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS AND WATER SERVICE UNES. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL. WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT THE LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT OF MAIN. 6. INSTALL FIRE HYDRANT ASSEMBLY SO R STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 18" ABOVE FINISH GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36" AND THE PUMPER PORT SHALL. FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE UNE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER IS DIFFERENT THAN THE BACKFLOW PREVENTION DESIGNER, THEN THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE. AND DATE. 8. INSTALL WATER MAINS CROSSING SEWER UNES SO THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 9. INSTALL WATER SUPPLY UNES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. STARFIRE SPORTS GRADING & EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTMTIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. CCER COMPLEX BRUCE tilk DEES& Amor ASSOCIATES Landscape Architecture * Urban Design Site Planning * Recreation Facilities Design 722E 20111St. lb. 702. Teems. WA 00421 i -7947 SUBCONSULTANTS: Essayons' CONSULTING ENGINEERS, INC. 2126 22ND ST SE PUYALLUP, WA 98372 -7116 OFFICE (253) 840 -1566 FAX (253) 445 -9747 MPAiMER@ESSA YONSINC. COM (J. "II E. \Ll. \F.FItI \( i_ DDT: VFZiiPkk \7•f.11 \STRi1. TR" iFRVICr , ;. 0 . 5 ) These plant have been reviewer by the Public Works Department for conformance with current Cite standards. Acceptance is subject to errors mod omissions which do not 'whorl:* ' tions of aci r•�• cd standards or ordinances. The responsibility for The adequacy of the design rests totally with die designer. Additions, deletions or n:visions to the drqwingc 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: B 6 Iz./ b' iebyl Doi -093 1 PROJECT VICINITY - a a SIP st lh 1501 & _ • J 2rwi S ~ tto 5 $ g 70 VICW54 . .1 1 2 . Gre 1 S' 4424th- St -. : " Tukwila Catr*T *X* Caner .. cP 1300 ":.St ▪ = %merlon Friget Log,5 d h is_ ■d iH If) .r.Jl FOSIer 4 -ter =s 1,54 S• -5* Cry' Sleigh's ? I A S 'e t -5 - , f - 63t 4 0 4:17 wa a a , S 133rd St AP . r L • s _,� ,�% m ..'9 a ono►; co 335th Si �: ; � --fi • t TAN f s s t -'-mac * Timis �* s a _.s f Saarelle f_ a ar a fi 1A1 fluo es dri f ea r t - ----iik-_---.1717.-r---- J14-14*-i-591gl.i...- . Lew::•: -are : :7 St if m r St 'i .D :. a e 4 +3t._ a - S ;It St _- '7.7; w fit" St a a 1i7 Sw - S C"1 0 SYMBOLS SECTION & DETAIL CALLOUT SECTION NUMBER SHEET REFERENCE DETAIL CALLOUT DETAL NUMBER SHEET REFERENCE DIRECTION OF CUT G1.1 1 OF 2 2 OF 2 G1.2 D1.1 01.2 D1.3 D1.4 D2.1 C1.1 C1.2 C1.3 C1.4 C2.1 C2.2 C2.3 C2.4 C2.5 C3.1 C3.2 C3.3 C3.4 C4.1 C5.1 C52 C5.3 C5.4 C6.1 L2.1 L2.2 12.3 12.4 CONTENTS COVER MEET EXISTING SITE TOPOGRAPHY - NORTH EXISTING SITE TOPOGRAPHY - SOUTH COMPOSITE SITE PLAN TEMP EROSION & SEDIMENTATION CONTROL TEMP EROSION & SEDIMENTATION CONTROL TEMP EROSION & SEDIMENTATION CONTROL TEMP EROSION & SEDIMENTATION CONTROL TEMP EROSION & SEDIMENTATION CONTROL LAYOUT & MATERIALS PLAN - GRID 1 LAYOUT & MATERIALS PLAN - GRID 2 LAYOUT & MATERIALS PLAIN - GRID 3 LAYOUT & MATERIALS PLAN - GRID 4 SITE SECTIONS & DETAILS SITE SECTIONS & DETAILS SITE SECTIONS & DETAILS SITE SECTIONS & DETNLS SITE SECTIONS & DETAILS GRADING & DRAINAGE PLAN - GRID 1 GRADING & DRAMINGE PLAN - GRID 2 GRADING & DRAINAGE PLAN - GRID 3 GRADING & DRAINAGE PLAN - GRID 4 GRADING & DRAPIAGE DETAILS UTIUTY PUN - GRID 1 UTILITY PLAN - GRID 2 UTILITY PLAN - GRID 3 UTILITY PLAN - GRID 4 UTIU TY PROFILES PLANTING PLMi - Gib 1 PLANTING PLAN - GRID 2 PLANTING PUN - GRID 3 PLANTING PLAN - GRXO 4 PLAN - GRID 1 PLAN - GRID 2 PLAN - GRID 3 PLAN - GRID 4 DETAILS V 3 PENT IESIJEMITTl1L. , :aregPte1/414110 - Were a... a - i- ,+r wow wssipme .,' . a_ a+r 'L r As • w L. to o 101.,„ W cer V O C:4W 1=1 46 t t ,TOED 10701 SCALE N/A r •-- C C E X r SCALE: 1 "1•5o' 1114 ■ iaLaF. 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E r NAND GPP!WINEE 41111111. a . i -s '1 a - il! •Tat 6K f 'K' a[ It• 5k I T![r- a.! 1.0111 ler �• _ j'1{F at - .4 r ear 11 • Nab 1c'(c r . !C->< € • Isa -OS MO lel Qp IMMIS 1772E: CS gi r rammmmur 401P 11, • aino FORT DENT PARK TOPOGRAPHIC SURVEY PTN OF THE E1/2, NE1/4 SEC. 23, TWP. 23 N. RNG. 4 E., W.M. AND THE W1/2, NW1/4 SEC. 24, TWP. 23 N., RNG. 4 E., W.M. t e C3 0 , • PONO ams. yew mammat -vac pito III IMMO CONTROL SKETCH • • • PROCEDURE / NARRATIVE A FIELD TRAVERSE USING A "SOKKIA 3100" TOTAL STATION, AND "SDR- 33" DATA COLLECTOR SUPPLEMENTED W ITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR, DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS AND TOPOGRAP H IC FEATURES AS SHOWN HEREON. A "LIETZ B- 2A" AUTOMATIC LEVEL WAS USED TO CHECK AND ESTABLISH THE ELEVATION OF BENCHMARKS AND CONTROL POINTS. DATES OF SURVEYS FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED NOVEMBER, 2002 ALL MONUMENTS SHOWN AS FOUND WERE VISITED AT THAT TIME. HORIZONTAL. DATUM - BASIS OF BEARINGS THE BASIS OF BEARINGS AND POSITION FOR THIS SURVEY IS THE WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NAD 1983 (1991), AS REPORTED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION. THE TWO MONUMENTS USED WERE: A. WSDOT GF'S MONUMENT NO. 17405-62, WHICH IS A BRASS MONUMENT SET IN THE SIDEWALK ON THE EAST SIDE OF THE CHRISTENSEN AVENUE BRIDGE OVERPASS OF SR-405, HAVING A NORTHING VALUE OF 171,894.514 AND AN EASTING VA LU E OF B. WSDOT GPS MONUMENT NO. 17405-63, WHICH IS A BRASS MONUMENT SET IN THE SIDEWALK ON THE NORTH SIDE OF THE GRADY WAY VIADUCT. EAST OF THE RAILROAD TRACKS (THAT PASS UNDERNEATH), APPROXIMATELY 1,400 FEET EAST OF INTERURBAN AVENUE, HAVING A NORTHING VALUE OF 173,029.461 AND AN EASTING VALUE OF VERTICAL DATUM - BASIS OF ELEVATIONS NATIONAL GEODETIC VERTICAL DATUM OF 1929- NGVD 29 NOTES 1. THIS IS NOT A BOUNDARY SURVEY. 2. NO WARRANTY IS MADE AS TO THE ACCURACY OR COMPLETENESS OF ANY UNDERGROUND UTILITIES. ONLY UTILITIES SHOWING ABOVE THE SURFACE OF THE GROUND HAVE BEEN SURVEYED BY BARCHAU SEW CONSULTING ENGINEERS, INC. ANY UNDERGROUND UTIUTIES SHOWN ON THIS SURVEY ARE PER PAINT MARKS PLACED BY OTHERS. CONSTRUCTION PLANS, OR AS-BUILT DRAWINGS PROVIDED BY UTILITY COMPANIES OR OTHERS_ 3. DEPTHS OF UNDERGROUND UTIUTIES UNKNOWN EXCEPT AS SHOWN. 4. NOT AL_ IRRIGATION UTILITIES HAVE BEEN SHIC/MN. SUCH AS SPRINKLER HEADS. ETC. 5. SUBSURFACE FIELD DRAIN PIPES (IF ANY) HAVE NOT BEEN SHOWN. 6. ELEVATIONS SHOWN AT FACE OF CURB ARE AT FLOWUNE PROJECT BENCHMARK - FEMA BENCHMARK NO. RM-331 AS SHOWN ON NATIONAL FLOOD INSURANCE PROGRAM FLOOD INSURANCE RATE MAP NO. 53033C0978 F DATED MAY 16, 1995, MAP 978 OF 1725 A CHISELED SQUARE IN ANGLE POINT ON THE NORTHEAST WING WALL OF THE CONCRETE INTERURBAN AVENUE BRIDGE OVER GREEN RIVER IN TUKWILA. ESTABUSHED BY CH2IA HILL INC. SITE BENCHMARK MAG NAIL WITH WASHER (N. 174203.3232, E. 1290109.7581) LOCATED 102.5'± NORTH AND 18.5' WEST OF SOUTH FIRE HYDRANT AT SOUTH ENTRANCE OF SITE. ELEV. • 18.96 FEET MAC NAIL WITH WASHER (N. 175910.3140, E 1289571.7881) LOCATED 101.0'± SOUTHWEST OF CONCRETE FOOT BRIDGE DECK AT NORTH END OF SITE. UT1UTY CONTACT UST WATER SURVEY INFORMATION ELEV. 33.51 FEET ELEV. 22.06 FEET PUGET SOUND ENERGY P.O BOX 90869 BELLEVUE. WA 98009-0868 (800) 321-4123 PUGET SOUND ENERGY P.O. BOX 90869 BELLEVUE. WA 98009-0868 (800, 321- 4 123 KEN 98C32 (253 3 %)E 111 9 Se rvair 0 0 0 LLI co a) 0 E Cs1 CO 0 1 0 LU Fr LI 45 z z • CC • • • a • i i f �' f co �� 1 10723 p op i --I z 0 -n m z m 0, rn C) S• awl w Z i 21 z G) m r F 7 I' g pti4 0 , ar !/ 0 fit $4 ag .. �—� db, rt. r 11 lima tt}! sort , ',/11tt17}i,� r / lu,r,s 1 / l i / )Q1?l ON 1 14 r fi f -l» Ns.. fin, Nyt1 t £0 N f ''' c, L . ", r , r, s 18215 7 7ND AVFNt JE' SOUTH f KF Nr, WA Will 51 6212 (4'2'))2 1/M? FAX CMt f Nr.,NrrR, N3, i AM) Pt ANNINW, SURVEYING, I NVIk{)NMI NtAt kVlL1'S - T• t- i� �'..�- ■II r • I Drnigned Drawn + /SRF Checked DJS Approved WS D 12/12/07 ,..,777••••• F • WMow. % .4., Scot* Horizontal 1'50' Vertical N/A • r h i imam eicinqj RRNR- For: • hi sv STARFIRE SPORTS P.O. BOX 48299 BURIEN, WASHINGTON 98148 -0299 a 11 Title: • gt ' Z c . to 0 m r 0 -_ _ �#1 aAl 4 iRE S3•I AAAI II 4 ■ \, 'k a ---, 0 0 r o 0 0 0 . ' f \.1 0'3 0 41/4 �1� °at° 4 to, dad o �� O` FORT DENT PARK TOPOGRAPHIC SURVEY A PTN OF THE E1/2, NE1 /4 SEC. 23- 23N -4E AND THE W1/2, N W1/4 SEC. 24 -23N -4E No . i V C ri t. III K �fXCE Date Ck • ea ApPr Revesion • a i • i • t • *ore 40 `it• R + trt.tr r44.+ t toioj "f `fi,`; ►i �ti ' f\ /fit f.i 2 iwr N►,+► ► + „I ,r rpm hp. I. I t t f th ;TM; ----------:,--...=..-- 4 --- xi m -- _ ,-4______ w ily_ _o_...tii_ _ ______.2_0__• ....44 , 0 %.d a u > cn WC -I cv, c0 o C0> '-I0i —1 0 F C C� o � -Z x -m vo *o • 10z zzo -•-ZE -Z-1 O � r a r MEM �C � > Z 33 .�mrn rn� , xi co Xi E q E ri > MP Z MI — o E - I 0 FIR” -Im -I . ' v o m o c Cc co CC z oz ;ez v 6aa j v m co m0 jm li _ .- _ +-, ..i ....� .. .. - ..« .. . co I I - 1 i. j .„,. , Ji. i . ' / / .f 1 / / / r /, / / , f /14' 1 f l l l ! i f i 1 ` !t, , ri M ,'N" ............._,.. / __1 _ l ti - --- -- ___� -►� -1 _ .. _ ' � . i �`4 � .s, � i:f Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington COMPOSITE SITE PLAN REVISIONS CRY COMMENT RESPONSE 105.28.03 1 JY DATE BY STAI( OF WAStaHeGlOtu RE['IS1I RI D /k It CT S. I k1J DATE: 06.12.03 OWN: JDY /SAJ CHK: SAJ APP: ABC) DATE: BRUCE dk DEES& Jim ASSOCIATES i, . r- 4. r. le /wt.- .,. .•• �. .:: r !N. ••■ ►• fn:. lw.a.c �. W:• ..•.tom,. '.1 1.. • . , ,, ...„-.s•••• , - s:•-• "^' " ...... 1 , , ,..... . ........... .., ____, • a i • i • t • *ore 40 `it• R + trt.tr r44.+ t toioj "f `fi,`; ►i �ti ' f\ /fit f.i 2 iwr N►,+► ► + „I ,r rpm hp. I. I t t f th ;TM; ----------:,--...=..-- 4 --- xi m -- _ ,-4______ w ily_ _o_...tii_ _ ______.2_0__• ....44 , 0 %.d a u > cn WC -I cv, c0 o C0> '-I0i —1 0 F C C� o � -Z x -m vo *o • 10z zzo -•-ZE -Z-1 O � r a r MEM �C � > Z 33 .�mrn rn� , xi co Xi E q E ri > MP Z MI — o E - I 0 FIR” -Im -I . ' v o m o c Cc co CC z oz ;ez v 6aa j v m co m0 jm li _ .- _ +-, ..i ....� .. .. - ..« .. . co I I - 1 i. j .„,. , Ji. i . ' / / .f 1 / / / r /, / / , f /14' 1 f l l l ! i f i 1 ` !t, , ri M ,'N" ............._,.. / __1 _ l ti - --- -- ___� -►� -1 _ .. _ ' � . i �`4 � .s, � i:f Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington COMPOSITE SITE PLAN REVISIONS CRY COMMENT RESPONSE 105.28.03 1 JY DATE BY STAI( OF WAStaHeGlOtu RE['IS1I RI D /k It CT S. I k1J DATE: 06.12.03 OWN: JDY /SAJ CHK: SAJ APP: ABC) DATE: BRUCE dk DEES& Jim ASSOCIATES i, . r- 4. r. le /wt.- .,. .•• �. .:: r !N. ••■ ►• fn:. lw.a.c �. W:• ..•.tom,. '.1 CONCRETE GRANDWSTAND W /w00D SEATING — PROTECT EXISTING TREES TO REMAIN (TYPICAL) . r CLEAR & GRUB PROPOSED NEW CONSOR EXCEPT .:. REMOVE ANY EXISTING TREES OR OTHER ::: AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REMMN. ERADICATE THE EXISTING VEGETATION IN PROPOSED NEW CONSTRUCTION AREA WITH A NON— SELECTIVE GLYPHOSPHATE (ROUNDUP): REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REMAIN. DEMOLISH AND REMOVE EXISTING CONCRETE (4 REMOVE AND STOCKPILE EXISTING GRAVEL AS DIRECTED FOR RE —USE ON -SITE OR OFFSITE DISPOSAL.. 1. CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO DEMOLITION AND CLEARING. CONTACT 'CALL BEFORE YOU DIG' AT (800) 424 -5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBUC RIGHT-OF-WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTIlTIES WITHIN THE PROJECT SITE 4. RDAONE DOSING CATCH BASINS /MANHOLES AS REQUIRED FOR NEW CONSTRUCTION OR FILL WITH CONCRETE AND ABANDON N PLACE CTYPICAL). REMOVE ALL FRAMES AND GRATES /UDS. 5. REMOVE DOSING WATER UN ES AND APPURTENANCES AS REQUIRED FOR , IOW CONSTRUCTION. CLEARING AND GRUBBING NOTES: 2. REMOVE ALL VEGETATION AND TREES WITHIN CLEARING UM1115 EXCEPT TREES ` AS TO REMNN AID VEGETATION TO BE ERADICATED N PLACE PROTECT DOSTTNG TREES TO REMAIN WITH 'TEMPORARY OONSTRUDTION FENtING. 3. ALL TREES TO REMAIN SHALL BE LIMBED UP TO A HEIGHT OF 6 FEET ABOVE FINISH GRADE (SEE SPECS). STOCKPILE LOCATIONS SHALL BE VERIFIED WITH LANDSOIPE ARCHITECT. CONTRACTOR SHALL PROVIDE FILTER FABRIC FENCE AROUND THE STOCKPILE PERIMETER TO PREVENT SEDIMENT FROM LEAVING THE SITE CONTRACTOR SHALL PROVIDE COVERING OF STOCKPIE AS REQUIRED TO PREVENT RII. AND GULLY 1. ARRANGE FOR NC ATTEI1D PRE - CONSTRUCTION CONFERENCE. 2. FLAG AREAS TO BE 'CLEARED. PRIOR TO ANY CLEARING, THE CLEARING LN/T5 MUST BE QED BY REPRESENTATIVI3 FROM THE CITY OF TUKWI& AND THE LANDSCAPE ARCH#TECT. 3. INSTALL STABILIZED OONSTRUCUON ENTRANCE PAD, SILTATION AND /TREE FENCESIC.ATED ON PLAN. 4. CLEAR MD GRUB AREAS OF THE SITE TO BE ROUGH GRADED. / f 5. ROUGH GRADE SITE. CONTINUE MOMTORI NG AND MAINTENANCE OF T'EMPORAR'Y ATION CONTROL ACTMTuE5 AS • PROGRESSES. PROVIDE 1DPORARY EROSION CONTROL ETC, FOR ALL AREAS OF SITE LEFT UNIII0 KED FOR FFTEDI (15) ' OR MORE. REMOVE MD DISPOSE OF PRIOR TO RECOMME)NCNG t i.: 1 71E. r • • w • BRUCE DEES& ASSOCIATES III IL ilk Ill VICO Mir . 1■040- - Alm. Essavons kir , .' ,L:71,., i r.. :.. • r 0 Fr" cc < 1 o a; 0 4 � a. E WJ O 14 O MC It Z I' 0 4) 134 01 .4. 'Z _0 O la 00 rn CD O t r/3 ol- w as .MOB 10701 SOLE_ 1 • =2O' • 5 in Lkt(M1 atk. An PROTECT USW REES: 1Th EDAM (1YPICAL) WOCHUIPE — GRID 1 — SE SHEET D1.1 DEMOLITION ANQ CLEARING LEGEND — 1 — PROJECT min' UNE (ULLTS OF NEW CONSTRUCTION) TEMPORARY CONSTRUCTION/ TREE PROTECTION FENCE TEMPORARY EROSION CONTROL SILTATION FENCE CLEAR & GRUB PROPOSED NEW CONSTRUCTION AREA REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REWJN. ERADICATE THE EXISTING VEGETATION IN PROPOSED NEW CONSTRUCTION AREA WITH A NON -SELECTIVE GLYPHOSPHATE (ROUNDUP): REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY DC !STING ITEMS NOTED TO REMAIN. 1. CONTRACTOR SHALL VERIFY EXISTING UTLITY LOOkTIONS PRIOR TO DEMOUTION AND a.EARING. CONTACT 'CALL BEFORE YOU DIG' AT (800) 424-5555 FOR nap LOCATION ASSISTANCE WINN PUBUC RIGHT—OF—MY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTILMES WITHIN THE PROJECT SITE. 2. SEE SHEET D2.1 FOR TEMPORARY EROSION AND SEDIMENT CONTROL NOTES, AND EROSION CONTROL SEEDING NOTES. 3, REMOVE DOSING STORM LIES AS REQUIRED FOR NEW CONSTRUCTION. PLUG ENDS OF ALL ABANDONED UNES WITH CONCRETE cranem. 4. REMOVE EXIS11NG CATCH BASINS/MANHOLES AS REQUIRED FOR NEW CONSTRUCTION OR FILL WITH CONCRETE AND ABANDON IN PLACE (TYPICAL). REMOVE ALL FRAMES AND GRATES/UDS. 5. REMOVE COSTING WATER UNES AND APPURTENANCES AS REQUIRED FOR NEW CONSTRUCTION. CLEARING AND GRUBBING NOTES: 2. REMOVE AIL VEGETATION AND TREES WITHIN CLEARING MOTS EXCEPT TREES INDICATED AS TO REMAIN AND VEGETATION TO BE ERADICATED IN IS PUCE. PROTECT EX1ING TREES TO REMAIN WITH IDAPORARY CONSTRUCTION FENCING. 3. ALL TREES TO REMAIN MALL BE UNIDO UP TO A HEIGHT OF 6 FEET ABOVE FINISH GRADE (SEE SPECS). STOCKPILE LOCATIONS SHALL BE VERIFIED WITH LANDSCAPE ARCHITECT. CONTRACTOR SHALL PROVIDE ALTER FABRIC FENCE AROUND THE SMCICPILE PERIMETER TO PREVENT SEDIMENT FROM LERANG THE snt. CONTRACTOR SHALL PROVIDE COVERING OF STOCKPILE AS REQUIRED TO PREVENT RILL Na GULLY EROSION. CONSTRUCTION SEQUENCE: 1. ARRANGE FOR AND ATTEND PRE—CONSTRUCTION CONFERENCE. 2. RAG AREAS TO BE CLEARED. PRIOR TO ANY CLEARING, THE CLEARING UNITS MUST BE INSPECTED BY REPRESENTAMES FROM THE CM' OF TUKWILA AND THE LANDSCAPE ARCHITECT. 3. INSTALL STABILIZED CONSTRUCTION ENTRANCE PAD, SILTATION FENCES, AND CONSTRUC110N/TREE PROTECTION FENCES WHERE INDICATED ON PLAN. 6. CONSTRUCT NV INSTALL STORM WATER COMEYANCE SYSTEM. PROVIDE SEDIENTATION CONTROL FOR STORNI SYSTEM (CATCH BASIN WET PROTECTION) AT THE 111E OF INSTALLATION. 7. mkt REMAINING UTUTES ON/TO THE SITE AND BUILDING AS CONSTRUCT= PROGRAM PROCEEDS. (NOTE: SV1TARY SEWER MAY BE CONSTRUCTED PRIOR 10 STORM SYSTEM). 8. FINISH GRADE AND CONSTRUCT PLA'YFIELT) MEAS, PPRICING ONREAS. AND PATHS. 9. CONIPME SITE SWILITATION IN ACCORDANCE WM THE LANDSCAPE RAG. 10. CLEAN STORM TIM COINEYMICE SYSTEM (ON—SITE AND 0011161116W) 0 F ALL SEDUM AND DEBRIS TO THE SOISFACTION OF OTY , OF 1UA D1SURE OPERATION OF THE TEM. 11. ROVE TEMPORARY EROSIONVSEDIENIABON CONTROL FACILITES WHEN snE 5 COMPLIETEIY WALTZED. or- IL 1111 ' A1111111111111111r ‘ ■111111111111111111111 • 1 0 1 11 • BRUCE glik DEES& SEE ASSOCIATES 11- M. 'UM. 0 IMIr OV Essa 111111111111111111111111111111111 0 o : ::14 1 0 m< cc < 1 cc oc Oz a) ci.f E w 0 cim gml 4° 2 Z I C) 0 V : : 0 1" le 03 a) Cd p IW Z D) 2 Z 14 14 0 rn 4) CI «AZ l'il Z Ill lows 0 /.4 OS Pa 4. .7J" RI o 2z u10 ow 0 cc w JOtik 10701 Saha i20 Aor • 22.2 Ce i TION E OLE CONNECTION . SERVICE 'UNE w/ ELD OPERATIONS SO AS TO MiNtkitZE "INTERRUPTION OF SERVICE TO ;SOFTBALL FlELD . FACILITIES, SEE UTIUTIES PLAN -- GRIO 4', (SHEET: C5.4) NEW MANHOLE 18.E AtAl DEMOLI AND CLEARING LEGEND _,0_„ TEMPORARY EROSION CONTROL SILTATION FENCE CLEAR & GRUB PROPOSED NEW CONSTRUCTION AREA: • REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT • AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REMAIN. ERADICATE THE EXISTING VEGETATION IN PROPOSED - - NEW CONSTRUCTION AREA WITH A NON- SELECTIVE GLYPHOSPHATE (ROUNDUP): REMOVE ANY EXISTING _ TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REMAIN. 1. CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO DEMOLITION AND CLEARING. CONTACT 'CALL BEFORE YOU DIG' AT (800) 424 -5555 FOR FELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT-OF-WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTIITES WITHIN THE PROJECT SRE. 5. REMOVE DOSING WATER LINES AND APPURTENANCES AS REQUIRED FOR NEW CONSTRUCTION. 3. ALL TREES TO REMAIN SHALL BE LIKED UP TO A HEIGHT OF 6 FEET ABOVE FINISH GRADE (SEE SPECS). STOCKPILE LOCATIONS SHALL BE VERIFIED WITH LANDSCAPE ARCHITECT. CONTRACTOR SHALL PROVDE FILTER FABRIC FENCE MOUND THE STOCKPILE PERIMETER TO PREVENT SEDIMENT FROM LEAVING THE SHE. CONTRACTOR SHALL PROVIDE COVERING OF STOCKPILE AS REQUIRED TO PREVENT RILL AND GULLY EROSION. 1. ARRANGE FOR MD ATTEND PRE-CONSTRUCTION CONFERENCE. 2. FLAG AREAS TO BE CLEARED. PRIOR TO MY CLEARING, DE CLEARING LINTS MUST BE INSPECTED BY REPRESENTATIVES FROM THE CITY OF TUKW L& AID THE U DSCAPE ARCHITECT. 3. INSTALL STA LI ED CONSTRUCTION ENTRANMCE PAD, SILTATION FENCES, AND /TREE PROTECTION FENCES IWI RE INDICATED ON PLAN. 4. CLEAR AND GRUB AREAS OF DE SITE TO BE ROUGH GRADED. 5, ROUGH GRADE SITE CONTINUE MONITORING AND MAINTENANCE OF TEMPORARY EROSION ETON CONTROL ACTIVITIES AS WORK PROS. PROMIIE TEMPORARY EROSION CONTROL MULCH, ETC., FOR ALL. AREAS OF SITE LEFT UNNORI¢'D FOR FIFTEEN (15) DAYS OR MORE. RF.MCTVE AND DISPOSE OF PRIOR TO RE+OOMMENC NC WORK. 6. CONSTRUCT AND NSTALL STORM WATER CONVEYANCE SYSTEM. PROVIDE INTERIM SEDIENTATION CONTROL FOR STORM SYSTEM (CATCH BIISI! WET PROTECTION) AT THE TIE OF NSTALLAIION. 7. INSTALL REMAINING UTILITIES ON/TO THE SITE AMID BUILDING AS CONSTRUCTION PROGRAM PROCEEDS. (NOTE SWAIN' W AMY BE CONSTRUCTED PRIOR TO STORM SYSTEM). IL FINISH GRAM MD CONSTRUCT PLANTED AAE/LS,, PARKING AREAS. AND MEL 9. COME'LETE STTE SUMMATION N ACOORON CE WITH TIE IMIDSCPPE PLANS. 10. CLEAM STORY WATER CONKYAMCE SYSTEM (ON-SITE AND DCAVIGIREMO OF ALL SEDIMENT MID DEERMS TO THE SATISFACTION OF CITY OF DA UM ENSURE OPERN►T1ON OF THE SYSTEM. 11. MIME CONTTMOL ROUTES MOM SRE 5 COMPLETELY STJIUD. b BRUCE dilk DEES & . AIM ASSOCIATES sr .nrN.q • Mv..ro. himais Cosy rplsL1► 111. .u.MN 70. Essayons A,..V.,1 T:. E\C.NTfl1:1c 1111111101011111111111111 D 3 U 0 U cc Z W J F- � D Z I— 0 Z Z E O W F- d «Z Z 11 O� E � 0 CO .. Z W p 0— lb 0 cc W JOB 10701 SCALE: 1' R I "IN L C. -N w w w' ( .,....-• � ` :,; ', ,:\,.( ,. • _ / .� • ` \- • � _, . • • ..` � • . ,, • '. , i` , .0- 1 „0 -.9 • r REPLACED. D1.4 L6-8 L N, 100' • .m -- PROVIDE DITCH, AS REQ'D. CULVERT, AS REQ'D (12 "MIN. COVER) R =25' MIN. (TYPICAL) MAINTENANCE STANDARDS NOTE= 1. QUARRY SPALLS (OR HOG FUEL SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECK TO WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SWAP. 4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 5. IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE, FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. STABILIZED CONSTRUCTION ENTRANCE PAD SCALE : N. T. S. iz SX : 1/2 - 1 FLAT BOTTOM SEDIMENT TRAP DEFJ SCNIE : IL T. S. 4' -6' QUARRY SPALLS (12 "MIN. DEPTH) PROVIDE FULL WIDTH OF INGRESS /EGRESS AREA (20' MIN.) 1. CONTRACTOR IS RESPONSIBLE FOR MAINTAINING AND CLEANING THE APPROACH ON A REGULAR BASIS. 2. CONTRACTOR IS RESPONSIBLE TO PROVIDE ADDITIONAL QUARRY SPALLS, AS CONSTRUCTION PROGRESSES, TO MAINTAIN PROPER FUNCTIONING OF PAD. 3. INSTALL TEMPORARY ASPHALT PAVING FROM EXISTING EDGE OF PAVING TO R.O.W. UNE PRIOR TO INSTALLATION OF CONSTRUCTION ENTRANCE. FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS; USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE MESH 2"x2 "x14 GA WELDED WIRE MESH SUPPORT FENCE BURY BOTTOM OF FILTER MATERIAL IN 8" BY 8" TRENCH ! 1 I - ---- -- 2'x4" DOUGLAS FIR POSTS I No. 1 GRADE OR EQUAL 1 FENCE ELEVATION i AT 4 O.C. TYP. MAINTENANCE STANDARDS 1. ANY DNANZ SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3.1T IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING MID ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNEUZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH. 5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE TEMPORARY EROSION CONTROL SILT FENCE SURFACE AREA DETERMINED AT TOP OF wER 1' Iiki 1.5' MIN.-j t NOTE: TRH' MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION CROSS SECTION 6' MN. r NATIVE sa OR-' COMPACTED Mdo-U. cEOTExrtF TRAP OUTLET 4' MIK GEOTEXTI.E :'4 - 1 l GRAVEL 2"x4 POST FILTER FABRIC MATERIAL 1 r 1' MN. minim r TO STABIUZED CONVEYANCE, OUTLET OR DISCHARGE LEVEL SPREADER PROVIDE WASHED GRAVEL eACKF1LL OR cOrPAcrm wmuE SOIL AS DIRECTED BY LOCAL GOVERNMENT FENCE SECTION 8 STAPLES OR WIRE RINGS (TYP) RIPRW 2'- 4'ROa( M iL 1' DEPTH 2"-4" ROCK 1' DEPTH 44* -1 1. =MEW SHALL BE REMOVED FROM THE HARP WHIN R REACHES 1 HOOT IN DEPTH. z MY DOIMAGE TO THE RAP EIBANKMEMS OR SUES SHALL SE REPAIRED. tD GRINE s 0 a io L 2 x 8' HIGH ---� STEEL S` AT 4' 0. EXISTING GRADE D1.4,C1.3,C1.4 SCALE 1/2" - 1'-0" D1.4 CHAIN UNK FABRIC MAINTENANCE STANDARDS NOTES; 1. IF THE FENCE HAS BEEN DAMAGED OR VISIBILITY REDUCED, FT SHALL BE REPAIRED OR REPLACED IMMEDIATELY AND VISIBILITY RESTORED. 2. DISTURBANCE OF A SENSITIVE AREA, SENSITIVE AREA BUFFER, NATIVE GROWTH RETENTION AREA, OR OTHER AREA REQUIRED TO BE LEFT UNDISTURBED SHALL BE REPORTED TO THE COUNTY FOR RESOLUTION. 3. MORE SUBSTANTIAL FENCING SHALL BE REQUIRED BY THE COUNTY IF THE FENCE DOES NOT PREVENT ENCROACHMENT INTO THOSE AREAS THAT ARE NOT TO BE DISTURBED. CONSTRUCTION /TREE PROTECTION FENCE BLOCK AND GRAVEL FILTER SAE: T. S. FILTER FABRIC'. FENCE STRAW BALE BARRIER sar MICE =MOUIS AROUND S1tME DAI.M surr a COMM ININ WOOD SI MS. 1. &OCR HID OMME1. ia1ER - NsFUCANS F AEAS OEAIER DARN RN -rOFL _ I _ _ • S. FILTER FALL FENCE FE - raw INAE � WE WY EM1S A 1iA11MELT DOLL (VIE ACE OR LEM ADO RAT AEA (Ws 1aORN Tat sL ) s SLAW MIS fIAER - APPLICABLE MIME MET EMS A NtADOELV NEAT aoIlURRI D AREA (MS 'AWN Df�OP C�RI► Oar EOM IN WIEPf ENQT FUN ORD EXCEEDINE OS R/lMC,) OCCURS. EAAEfS aLr 1MM 1) SIB NOT E RACED MWWA E RIDS EECERRNE CENCOODUED RAM RCN AS ME APO MDR OMEN Alfa INM11►1► 1. BLOCK AND GRAVEL FILTER - INSTALLATION PROCEDURE Al KALE MME DM OMER 11E !ME I1iET S0 MIT LIE MME WIND A I AVIV 0 ONE E_. =YOU, EACH DOE OF ME MIT S11O1cIIIr . t MME EC'NM Milt f,, INCIN MUM F MORE WARM ONE SIM OF DEW IS /ECCOSAN r. OMEIRAF 11E SIN & /FACE 011101 MARC* O ER MUE AEDI1. w PUCE COMM ROOMS ISIDENIMME OM NOR SIDE M A !OE ADM► AROUND M FERINDER OF 11E RUT. SD 1ND RE ORD DOS FACE OAIIMME. WM tdO NU DOS _- _.T MOD MAD AIVT. TIE NEW OF WE WIER CAN LE IETOLIIr (MIA KIM /EM IF =IONS ION ENADO Ni OF AMC; 1IMT AE 4-01C N. b-MDV /MID 11 NIL 11E ROW OF EOM SNOW ME AT EMT 12 -/ELKS NUT MO ORA= LIMA 24-1NDES Rea ▪ RACE ME MEDI MT 17E MEW MEAL FACE ORD 13119 OF NE CONfiEN ARCO 10 FilswiNN wens nor PENT WPM MOM WE IIOCIC'i MIE 1 UNDO MAIM V2-1110/1 wall= at PEE MEN ANEW DIE MIME TEN 10 111E ._ aF WE ,BODES. MlE 3/4' TINS MND1fM O•AMf1L FILTER FABRIC FENCE - INSTALLATION PROCEDURE • IIMw 1041 4111111.111111111111r INLET PROTECTION NOTES COMMONS WHERE PRACTICE APPLIES 2- k PLACE 2 -411CN I F 2-NEN MOM SEWS AE_i E IEEE' E 1ME MIT A Ma= E S NET MART MO EWE Ells/ AT UMW QFAEMILS IMIO NE IMONE 11E :SOAVES NM E AT UAW S Lai ICMA b ANCAISIE T A 1NEMCM ARDIONNUIE7 0- 1110113 MIE MO 1 ' MOMS IMF ONVIVE FEWER aF 11E sMR EMt O SPIRE NE FUER FARM* 10 11IE Ifoa11l1f SERIES DO 11MT DIANCES OF NE SANE O EM S NO art E Ram moo 11E 1EfC1M. AM EE EAA+r -wrlr AMINE swiss AT MIT I -aNrNS IaaNG MC1R8L 11E NNW MN 414-R101 LANAI IMOD I -OD I B ALL TIE IIFW MID& • ISM 10-II MI -I.- 3. STRAW BALE BARNIE8 - INSTALLATION PROCEDURE MANHOLE /CATCH BASIN TEMPORARY SEDIMENT BARRIER A: s1CIMME A 4-1 1MENNEM MINN 1E IN Z INRE 1E MOT AS ME AS A SNORT VILE * MEET SIw MfAS INN 1MIE I■rrfaNi ALIOMMa Xi EMS OF 1E mass /MINOR MEW OM AND MMER 111E WILL e RACE SASS LE E ,WITAINIO NE MEET NO MASS 'E NOD' OF MMCOE' MILS =mar M rum w WAVE NIP 2-1 ' 2-ENN NAM MOWN EACH MALE 10 AMLM PE BM sE+llp tY RI RACE ▪ iRCQUIL 1E EMMEN NIL AO COMM R UMW 1E M E. Mgr ME IOE =WI IIMI@11 /EN 10 N EMENT MM R M ON /IOMNE E1lEM WAIT. S 1110111,1 1410-4111 OR SOORIiULS'11f► TEMPORARY EROSION AND SEDIMENT CONTRQL NOTES: 1. APPROVAL OF THIS EROSION SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, ETC). 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 3. THE BOUNDARIES OF THE CLEARING UMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FENCED AND /OR FLAGGED AS CALLED OUT ON THE PLAN PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE FENCING /FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE CONSTRUCTION. 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM, WETLANDS, OR DRAINAGE COURSES, OR VIOLATE APPLICABLE WATER STANDARDS. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED (E.G. ADDITIONAL. SUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC) AS NEEDED FOR UNEXPECTED STORM EVENTS. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED FOR A PERIOD OF FIFTEEN (15) DAYS, SHALL BE IMMEDIATELY STABIUZED WITH THE APPROVED ESC METHODS (E.G. SEEDING, MULCHING, NETTING, EROSION BLANKETS, ETC.). 8. ANY AREA NEEDING ESC MEASURE, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A STORM EVENT. 10. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE UNES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM NSTREAM SYSTEM. 11. STABIUZED CONSTRUCTION ENTRANCE AND WASH PAD SHALL BE INSTALLED AT THE BEGINING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDMO NAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS AND PUBUC STREETS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 12. DURING THE TIME PERIOD OF NOVEMBER 1 THROUGH MARCH 31, ALL PROJECT DISTURBED AREAS GREATER THAN 5,000 SQUARE FEET SHALL BE COVERED BY ONE OF THE FOLLOWING COVER MEASURES: MULCH, SODDING OR PLASTIC COVERING. 13. ANY PERMANENT RETENTION /DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE PERMANENT FACILRY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION OR DISPERSION SYSTEM, THE FACILITY SHALL NOT BE USED AS TEMPORARY SETTUNG BASIN. NO UNDERGROUND DETENTION TANKS OR VAULTS SHALL BE USED AS A TEMPORARY SETTUNG BASIN. 14. WHERE MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, R SHALL. BE APPLED AT MINIMUM THE OF TWO INCHES, NO STRAW OR HAY BALES PERMITTED. 15. PERMANENT SLOPES AND EXPOSED AREAS AT FINAL GRADE SHALL BE STASP JZED AND PLANTED PER THE IANDSC,APE PLANS. EROSION CONTROL SEEDING: 1. SEEDING - APPLY GRASS CROP TO THE PREPARED SEED BED. 2. TIME OF PLANTING - DURING THE PERIOD BETWEEN APRIL 1 THROUGH JUNE 30 AND SEPTEMBER 1 THROUGH OCTOBER 31. ( NOTE: F PLANTING BETWEEN JULY 1 AND AUGUST 31, IRRIGATION MAY BE REQUIRED. F PLANTING BETWEEN NOVEMBER 1 ADD MARCH 31, MULCHING WILL BE REQUIRED IMMEDIATELY AFTER PLANTING.) 3. SITE PREPARATION - BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRXES, INTERCEPTOR SWALES, LEVEL SPREADERS AND/OR SEDIMENT BASINS. 4. SEEDBED PREPARATION - THE SEEDBED SHOULD BE FIRM, BUT NOT COMPACT, WITH A FAIRLY FINE SURFACE FOLLOWING SURFACE ROUGHENING. SURFACE ROUGHENING SHOULD BE DONE AT FRIGHT ANGLES TO THE SLOPE AND PREFERABLY "CAT WALKED' UP SLOPE. 5. FERTILIZATION - SEE SPECIFICATIONS. 6. NYDROSEEDING APPUCAT1ONS WITH MIXTURES MAY ALSO BE USED. 7. MAINTENANCE - SEEDING SHOULD BE SUPPLED WITH ADEQUATE MOISTURE. SUPPLY WATER AS NEEDED, ESPEDALLY IN ABNORMALLY HOT OR DRY WEATHER, OR ON ADS SITES. WAITER APPLICATION RATES SHOULD BE CONTROLLED TO PREVENT RUNOFF INADEQUATE AMOUNTS OF WATER MAY BE MORE HARMFUL THAN NO WATER. 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DEES& ASSOCIATES i • t 0 O r t • 4 i 4004n riib n 1ti 4N(W.107(1 'twin ftt. 110101 r ;1 t 1wr} Ntr,ttrs;rt 41 11 Jig) 12 t•t 3 *, n4 ?c)t13 _ _1tI —i- 1 I 1 1 I- 1--1 —1 ` t 1- -t 1 ` — I -- 1 _i 1 .- 1 - I "- I - �1 -- 1 — 1 • I -1 .- 1 — — I I 1' -1 - — 1 .1 — 1 1 t � 1 1 —1 y 1' I _ — 11 1�1 - --1 `_ l— I — _I -1 1 -1 1 1 1 i (1 --f —1= i -1 ' — 1 I -r 1 1 I I 1- 1 � t 1 I _' I — I _ 1 . r 1 I — 1 — I I 1 — 1 1 I ~ _, I .. 1 • F• ` ,r`e'd s,•yer., �r',�s`.:1+it�'� 1 t • I - I l' k • t " —i t` t • 1 �1 t► t t .. l �1� ' '' 1 '' ' i1 1 1 ... M�' 1. • 1 1 1 1 1 Y 1 1 t "1 ' 1 ... 1 1 ,.1 .� 1 , r , ' , , t 1 1 {.1;� l I •I . I I 1..� Il'1�.)I 1 1 �i; 1 ! t :. 1 1 1 ► I , I 1 I 1 ., �. 1 1 �.. 1 ► " . t l l .. ti r -...� 8 31 yM .1 0 30a3 Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington LAYOUT & MATERIALS PLAN - GRID 3 REVISIONS • DATE • • • • BY • • • STATE OF WASHINGTON REGISTERED AI ALVIN B. DEES CERTWICAIE Ho. 209 DATE: 06.12.03 OWN: JDY /SAJ CHK: SAJ APP: ABD DATE: BRUC DEES&. ASSOCIATES tondscope Arthrtecture • tvbnn iksq+ Site kenning • Recreot.oe L oc.titre. Deuce, 2.". L 2s 5t. ho 2II:. Tow* ■ SO421 (rill? - A., • I ORDINARY HIGH WATER MARK r r , I ✓ r r r r r r A, AI r i J / Ir r / I l( I / // r 1� J' , ✓ / r r r , r r / l r / r '49.1 END 6' H =, «- N UNK f x ,\ /I (� CONC. NORTH CONC. PROTECT EXISTING ' FIRE HYDRANT TO REMAIN C.L. SWING GATE 6' HIGH CHAJN UNK FENCE 10' WIDE x- 6' HIGH f • • J • • rI ;r •rr a _., !p 4 /u T C4, / S y � , C4/ 41 A, � '7 Q A SS • Was • o 'r • 7 I 1.9 '•/ J PROW EXISTING nRE MOUNT X0 REMAIN I RAMP • alb MIS I ,7 • r • • r N I \ ` r • 1 r N i r ' • • ale 2 - SEE 9 C12 ,4 4• %gyp J:l • C :o EXISTING PARKING TO REMAIN • • J •ti •••••• ` J i J • J, • It I ` , •. - , �r ' = A t I) i • • • • - V 7 LT ...' T --\ ...-, - s - ' ---- ‘.., 1 • -- ./.... .... Lei Lai CD 3* CLASS 'G' ASPHALT PAVING OVER 8* SHOULDER BALLAST BASE 4 CONCRETE PAVING OVER 2 CRUSHED SURFACING BOSE 4 DEPTH CRUSHED ROCK SURFACING SYNTHETIC TURF SOCCER FIELD 1W !NALL MATERIAL OVER 3 TOP COURSE OVER 6 BASE COURSE LAWN SEEDING OVER 4* DEPTH TOPSOIL (SEE PLANTING PLANS) EROSION CONTROL SEEDING OVER NATNE SOIL (SEE PLANTING PLANS) FENCE (TYPE & HEIGHT AS NOTED) CULSS 200 PVC IRRIG. SLEEVE PROPOSED CONTOUR UNES (SEE GRADING PLANS) EXISTING CONTOUR UNES EXISTING FEATURES LEGEND FOR DUSTING SITE FEATURES LEGEND SEE DaSTING SRE TOPOGRAPHY PLANS, SHEETS G1.2 & G1.3. NOTES CONTRACTOR SHALL VERIFY EXISTING UTIUTY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424-5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBUC RIGHT—OF—WAY. RETAIN A PRNATE LOCATOR SERVICE TO LOCATE UTILMES WITHIN THE PROJECT SITE. ABBREVIATIONS CONC. CONCRETE 0.C. ON CENTER E EASTING SPEC. SPECIFICATIONS N NORTHING TYP TYPICAL HORIZONTAL CONTROL HORIZONTAL C014TROL IS FROM CALCULATED COORDINATES BASED ON THE TWO COORDINATE BASE POINTS 'A' AND 'B' AS DESCRIBED ON THE EXISTING SITE TOPOGRAPHY PLAN, SHEET G1.2. POINT NORTHING EASING DESCRIPTION 'A' 171894.514 1290203.642 V/SDOT GPS MON 17405-62 'B' 173029 A61 1292237.907 WSDOT GPS MON 17405-63 WASHINGTON COORD. SYSTEM OF 1983, NORTH ZONE NAD83(91). VERTICAL CONTROL NATIONAL GEODETIC VERTICAL DATUM OF 1929 — NGVD29 COORDINATE TABLES COORDINATE USTS AND CURVE DATA TABLES N4WOR ELECTRONIC DRAWING ALES WILL BE PROVIDED AT THE PRE—CONSTRUCTION 'DO -0-09, SCALE: 1 PERMIT RESUIRAITTAL • 44 0013 cn g g et 0 Ls CC JOEt 10701 SCALE: 1 • • 4= 4= 0 a 4C 3" COMPACTED DEPTH CLASS 'G' ASPHALT CONCRETE PAVEMENT 2" COMPACTED DEPTH Vs* MINUS CRUSHED ROCK TOP COURSE 6' COMPACTED DEPTH 1 Y4" MINUS CRUSHED ROCK BASE COURSE COMPACT SUBGRADE TO 95% AFTER GRUBBING 4" C1.4 NOTE; SECURE SYNTHETIC TURF TO NAILER PER MANUFACTURER'S RECOMMENDATIONS 1.1 :' :V1131j`d1 "t t; 'i'f 41/1•1111110 .11111•11111. • MIMEO IV! 411=1•10 411111111111111. • FINISH GRADE = TOP OF INFILL AT SYNTH. TURF FIELD 1Yt 2x4 PLASTIC LUMBER NAILER ATTACH TO CONC. CURB WITH '1/x6*' EXP. BOLTS AT 4' 0.C. SUBGRADE - COMPACT TO 95% OF MAX. DRY DENSITY ASPHALT PAVING (2)4 REBAR CONT. TOP OF PAVING FLASH (TYP). OED. BROOM FINISH C1.4 3" ASPHALT CONCRETE PAVING SCALE: N. T.S. SYNTHETIC TURF FIELD ASPHALT SYNTHETIC TURF FIELD 2 COMPACTED DEPTH w SuBGRADE - cOmPA T To 96. OF a% DRY QTY Ve" R TOOLED EDGE (TYP) SYNTHETIC TURF CONCRETE CURB SCALE : 1 -1/2" = 1'-O" CONCRETE SWALE 1 ) -i CONCRETE SWALE IOU : 11-1/2t - r-r TOOLED EDGE W R (TYP) FINISH GRADE, SET FLUSH W/TOP OF CONC. PAVING (TYP) 2 "COMPACTED DEPTH W MINUS CRUSHED SURFACING BASE COURSE COMPACT SUBGRADE TO 95% OF MAX. DRY DENSITY (TYPICAL) Y4x1 /3D SAWCUT JOINT W /Y4 R EDGES C1.4 ASPHALT PAVING TYPICAL CONCRETE SECTION TOP OF PAVING (TP) = TOP OF CURB (SEE PLANS), MEDIUM BROOM FINISH (2) #4 REBAR CONT. 1 ASPHALT C2.1 PAVEMENT SYNTHETIC TURF CONCRETE CURB (CONT.) W /EXP. JTS. AT 10'O.C. CENTRAL LAWN (SEE PLANS FOR SPACING) SCALE : 1 -1/2' in 1'- .Or' R TOOLED EDGE (TYP) FINISH GRADE 12' DEPTH SNP :!. CONTROL JOINTS 2( Wa CONCRETE SALE (SEE PUN) V/ExP. JTS. AT 10 NOTE; INSTALL 4 REBAR AT 12"O.C. EA. WAY (AT REINFORCED CONC. PAVING, WHERE SHOWN ON PLANS) - BROOM FlNISH TO EDGES OF PAVING & JOINTS (TYP) � CONC. PAVING, DEPTH (D) PER PLANS CONC. PAVING SECTION (TYP) CONCRETE PAVING & s. o TOP OF PAVING (TP) _ TOP OF CURB (SEE PLANS), MEDIUM BROOM FINISH (2) 14 REBAR CONT. C1.2 ASPHALT SUBGRADE - COMPACT TO 95% OF MAX. DRY DENSITY 'FABRICATE 1/8" GALV. STEEL TREE GRATE FRAME . TREE GRATE FRAME CAST INTO CONCRETE ASPHALT PAVEMENT CONC. Q1 • TREE (TYPICAL) NM SECURE GRATE 10 F1AIE .f EACH H 114 X 3-1/40 FH VP CON 9C1OI5 CONC. PAVING AND JOINT NOTES: 1. ANY DAMAGE TO WALK SHALL. BE REPAIRED BY REMOVING DAMAGED CONCRETE PAVING SECTIONS AT JOINT UNES AND REPLACING WITH NEW CONCRETE PAVING (NQ PARTIAL PATCHING ALLOWED). 2. LONGITUDINAL JOINT SPACING SHOULD NOT EXCEED 16'-4' (TO BACK OF CURB). TRANSVERSE JOINT SPACING SHALL NOT EXCEED 16' --0". THE AREA OF ANY PANEL SHALL NOT EXCEED 256 SQUARE FEET. 3. JOINT OFFSETS AT RADIUS POINTS SHOULD BE AT LEAST 18" LONG. 4. JOINT INTERSECTION ANGLES OF LESS THAN 60' SHOULD BE AVOIDED. 5. COORDINATE JOINT LOCATIONS IN ABUTTING WALLS AND /OR CURBS WITH JOINTS IN CONCRETE PAVING ). 6. WHEN A JOINT IS CLOSER THAN 1 TO A CASTING, ADJUST JOINT LOCATION TO ALIGN. WITH OR MEET THE CASTING AT 90 DEGREES. 7. PROVIDE ISOLATION /EXPANSION JOINTS AT ALL UTILITY APPURTENANCES (CATCH BASINS, STRUCTURES, ETC.). 8. USE FLEXIBLE FORMS FOR ALL CURVED PAVEMENT SECTIONS - NO EXCEPTIONS. Y4 x1 /3D SAWCUT JOINT W /Y4 R EDGES SEE KEYWAY DETAIL SEE THICKENED EDGE DETAIL CONSTRUCTION JOINTS (SEE PLANS FOR SPACING) JOINT DETAILS ASPHALT PAVING SCALE : 1 -1/2"' at EXPANSION JOINTS CONCRETE COLLAR - CENTRAL LAWN PLA GEOTEXTILE. FABRIC WR TOOLED EDGE (TYP) FINISH GRADE 12" DEPTH SAND 30" RADIUS /a aEaNt Cart. SECTION TREE GRATE & FRAME aE: I-vr - rte CONC. PAVING SECTION (TYP) er WIDE FLUSH CONCRETE cue (CONT.) r J/ w rrs. AT 10'O.C. CrypicAL 6" WIDE FLUSH CONCRETE CURB TREE GRATE • FRAME I- ,2g DEPTH PEA ClimmEl 1O 8OTTO1 OF OWE TOPSOL ME PLANING) (NOT NEEDED WHERE PAVING DEPTH D 2.10") M.D. TOP RAC. 1,4* RADIUS 'O.D. Posr CONCRETE ALL POSTS & RMJNGS HOT DP GAIN. AFTER FABRICADON /& kJ. WELDED CONNECTIONS W) SMOOTH. 1Y2" 0.D. MADRAS. (HYOID) PPE COLLAR (TYP 1' -6* THICKENED EDGE DETAIL b FOR JOINTS WITH THICKENED EDGE T =D +3" OTHERWISE T =D KEYWAY DETAIL CONC. PAVING SECTION (1W) 15 CONC. PAVING SECTION (TYP) RISER HEIGHT = 6" TYPICAL (10 RISERS TOTAL) PAVING ASPHALT PAVING CONCRETE CHEEKWALL 1" RAD. TREAD NOSE (TYP) 2' -6 cONST. JOINT - A T S 9"' 1 Y4" Th T1,10" 1W' 3l2" 3 5'--4" L 2"CLR.(TYP) SECTION AA I FINISH GRADE SECTION CC 4" COMPACTED DEPTH W MINUS CRUSHED ROCK SURFACING SOIL RESIDUAL HEBICIDE, OWNER'S REP. -' MUST BE PRESENT DURING ALL APPLICATIONS ,NOTE; STAKE t OF PATH FOR APPROVAL PRIOR TO PLACING OF CRUSHED SURFACING. C1.4 5'-4" 2' -0" B SOLE : 1/2' = 1'--0 VARIES - (SEE PLAN) TRANSITION SHOULDER SEE GRADING PLANS FOR DIRECTION OF SLOPE 1' -4" 14 REBAR • 24" O.C. 14 REBAR • 18" O.C. 14 REBAR O TREAD NOSE (`TYP) FISH GRADE TOPSOIL f4 alleFER ALL EXPOSED GILL EDGES (TYP) CONCRETE DILL o N CRETE SPARS 2' -0" 4" CRUSHED ROCK SURFACING Y4 CHAMFER (TYP) CONST. JOINT SEE CONCRETE PAVING COMPACT SUBGRADE TO 95% OF MAX DRY DENSITY WITHIN 12" ALL AROUND (TYPICAL) TOP RAIL HANDRAIL PIPE COLLAR (-) CONC. REF. WALL 'C' CORE DRILL CONIC. FOR POST & SET W /EPDXY GROUT Ow) 95% COMPACT SUBGRADE I II CONCRETE STAIRS WITH CONCRETE CHEEKWALLS & STEEL FIANDRhJL$ a[ : ye. r1 IrOSsA (c } C1.4 'ht4 101 1V,9111 '1'ri!E;;.':,�I7, A SECTION BB SYNTHETIC TURF SURFACING SOLE : 1 -1/2' = 1 9 4_ 8 " 2"CLR.(TYP) II WWDRIUL/CHfEKWALL ELEVAT1QN (SOUTH) sow: 3/er =r—ar FINISH GRADE = TOP OF INF1LL MATERIAL (TYPICAL) SYNTHETIC TURF SURFACE W/1 h* DEPTH INFILL MATERIAL 3' COMPACTED DEPTH LEVELING TOP STONE COMPACT TO 95% (SEE SPEC SECTION 02790) 6 DEPTH BASE STONE, COMPACT TO 95% (SEE SPEC SECTION 02790) GEOTEXTILE FABRIC SUBGRADE - COMPACT TO 95% OF MAX. DRY DENSITY JNISH GRADE (VARIES) CONCRETE CHEEKWALL CONC. RET. WALL 'D' 14 REBAR (TYPICAL) 3 NE 1. REBAR N STAIR NOSING NOT SHOMIN. 2. LONGITUDINAL REBAR NOT CONTINuOUS POST LOCATIONS AT YPICAL) '*S*)a3�r3 PERMIT RE SUBMITTAL I• • v qn o Ca413 1 E5 1 VI 0 h cYw XI I= 10 4 8 z 0 W 7:1 E a 0 1. 1 a O a .2"" o wm 1? Imi O 0 aims E 0 a.. U) 'xe 10701 E: NOTED • C COORDINATE POINT LOCATION= 'FACE OF WALL' (SEE NOTE #4) 4'4 CHAMFER (BOTH SIDES) SLEEVE FOR FENCE POSTS & SET WITH NON- SHRINK GROUT TYPICAL ASPHALT PAVING SE PLAN s' 3" CLEAR 1 Y2 CLEAR- 10' WIDE x 7' HIGH ARCH. FENCE SWING GATE 35. TW =22.00 TP =21.86 30. 2 ' - 6 ' n EXI STING CURB ' AND PARKING„ , - LOT PAVING `- CONCRETE STAN 4 WALL FOOTING 3' HIGH CHA N LW FENCE DOSTING GRADE ) 1W =1 TP=16.40 SCALE : AS NOTED T WiU FOOTING NORTH OWE N) WALL SEGMENT = 6300' NORTH IT N) WALL SEGMENT = 8.833' 1W=1 2x • ) 12" " 12" TYPE ' I' WALL SECTION (8' -6" MAX. WALL HEIGHT) SCALE: 3/4" = 1' -0" PROFILE D1 CLASS 4000 CONCRETE RETAINING WALL DRAINAGE AGGREGATE (SEE SPECS) 15 VERT. DOWEL AT 6"O.C. (TYP.) 15 VERT. REBAR AT 12"0.C. (TYP.) 14 HORIZ. REBAR CONT. _ AT 12" O.C. (TYP) 6' PERF. HDP 2" MIN_ FOOTING DRAINUNE 1 -1'CLEAR 3' -0" TYPICAL CONCRETE RETAINING WALL SECTIONS FENCE 111=22.00 TW =20.38 TP=16.60 (BEYOND) TW =2200 TP =21.86 6' HIGH CHAIN UNK FENCE 1 Y4 (TYP) CONC. MOWSTRIP (WHERE SHOWN ON PLANS) "RADIUS TOOLED EDGE (TYP BOTH SIDES) TOPSOIL CONCRETE v• PAVING fTECTURAL 7' HIGH D WEST (TYPE I) MALl• SEGMENT = 21.788' a I TW=2O.50 TP=16.40 CONC. WALL (TYPICAL) 4' CHAMFER MD. CONC. RETAINING WALL NOTES: 1. MEDIUM SAND BLAST FINISH ALL EXPOSED WALL SURFACES (TYP). 2. LIGHT BROOM FINISH ALL EXPOSED HORIZONTAL SURFACES OF MOWSTRIP. 3. INSTALL JOINTS AT FENCE POSTS, 10' O.C. (SEE DETAIL BELOW), JOINTS IN MOWSTRIP SHALL ALIGN. WITH JOINTS IN WALL, TYPICAL 4. TO LOCATE WALLS, COORDINATES /DIMENSIONS ARE TAKEN AT 'FACE OF WALL' AS INDICATED. 5. INSTALL FENCE POSTS IN SLEEVES, COORDINATE WITH INSTALLATION OF CONCRETE WALL SEALANT f4 CHAMFER VERT. JOINT AT WALL (TYP. D1 1P=16.40 1-1/2" = 1 ._ 0 " 3" CLEAR 1 Ye CLEAR - " NORM SEINENT = 101.979' I I. 2% 12" 12" 12" 1W =22.00 I 0 7 "71219 III& I IL 1• (6) #4 REBAR CONT. (TYP) 15 REBAR AT 12" O.C. FOR TYPICAL CALLOUTS. COMPACT SUBGRADE DRY DENSOF MAX. TYPE 'II' WALL SECTION (4' -3" MAX. WALL HEIGHT) SCALE: 1/2" = l'-0" NOTE SEE TYPE 'I' WALL SECTION WEST (TYPE I) WALL SEGMENT = 80.000' SCALE : NOM 1" ' HINT 1%10 (LOO IC IN N VERT. REBAR AT 12"O.C. (TYP.) 114 HORIZ. REBAR CONT. AT 12" O.C. (3) 14 REBAR CONT. (TYP) #4 REBAR AT 12" O.C. 6' HIGH OWN UNK FENCE ITECTURAL • COORDINATE POINT LOCATION=-J 'FACE OF WALL' (SEE NOTE #4) ,'' "CHAMFER (BOTH SIDES) - SLEEVE FOR FENCE --. POSTS do SET WITH W NON- SHRINK GROUT TYPICAL �► 4" CRUSHED = ROCK SURF./ SEE PLAN TP=16.40 CONCRETE RETAINING WALL 'D' (FiELD 2) - PROFiLE 111/1Pii:16.40 TYPICAL CONCRETE NOTES: 1. MINIMUM ULTIMATE 28 DAY COMPRESSIVE STRENGTH: CONCRETE WALLS = 4,000 PSI. CONCRETE SLABS, CURBS, FOOTINGS = 3,000 PSI. 2. REINFORCING STEEL SHALL BE INTERMEDIATE GRADE CONFORMING TO ASTM A -15. 3. CURB SHALL NOT DEVIATE MORE THAN 1/8" IN 10 FEET FOR VERTICAL & HORIZONTAL ALIGNMENT. TYPE 'III' WALL SECTION (4' -3" MAX. WALL HEIGHT) SCALE: 3/4" = 1' -0" 0 c 0 z PROFILE D2 EDGE OF FUTURE DOING 1 1P=1 630 F=1 Y R` WILL FOOTING 12" NEST crypt Q Mkt SEGMENT la 1 L "ti7 1 ..444114, 111111111111111 PP P■ A STAIRS TP=16.40 CB 1213 RIM ..e FENCE (7' HIGH PAVING CB #216 RAN =1620 TP=16. 111/111111111 g11111111117.1111111 1 CB #215 I M=16.20 !! A-WALL FoonrG CB /214 f1YPICAL) R1111s.2o EXISTING GRADE ( APPROX.) z. • WEST (TYPE N) WALL SEGMENT = 169.333' CLASS 4000 CONCRETE RETAINING WALL DRAINAGE AGGREGATE (SEE SPECS) 1" DW. WEEP HOLES AT 10' O.C. (TYP) #4 HORIZ. REBAR CONT. - - AT 12" O.C. (TYP) 15 VERT. REBAR AT 12 (TYP.) (3) 14• REBAR CONT. (TYP) 14- REBAR AT 12" D.C. COMPACT SUBGRADE TO 95% OF MAX. DRY DENSITY tom APPROX. 5 L_F. OF CONCRETE (TYPE I) RETANNG WAIL ANA CHAIN LINK FENCING TO BE MUM DURING BOG. CONSTRUCTION TW =19.14 TP =16.32 TW =16.32 TP =16.22 10 WALL FOOTING (TYPICAL) SCALE • HORIZ: :35 1 i.� lb 20 3 10' WIDE x 6' HIGH 35, 30 HITECTURAL FENCE (7' HIGH) TW =23.50 FG =23.40 EXISTING GRAVEL PATH 20, 15' WALL FOOTING M PICAL) 10 SYNTH. TURF CONC. CURB WEST (TYPE SEGMENT = WEST (TYPE SEGMENT = TW =17.00 TP=16.50 35 II) WALL 6.000' I) WALL 14.000' Cu, +C2.1 • c 35 30 7 F, 15! - w•mimmiummc.' 1- 20 EXISTING i (APPROX.) 5 SOUTH E II) WALL WEST (TYPE II) WALL SEGMENT 20.000' SEGMENT = 1 0.000' CONCRETE RETAINING WALL 'A' FIELD 1 - PROFILE -20' VERT: 1 =10 (LOOKING N DIRECION INDICATED; oso 35 DOSTING 8' HIGH C.L FENCE TW= 12.70- FG=12.50 6' HIGH CHAIN FF.7lCE TW =16.32 TP =16.22 30: J 25 20 15 WAIL FOOTING SOUTH (TYPE a) WALL SENT = 14.000' e EXISTPAG CONCRETE WAX ) CONC. RET. WALL EXISTING GRADE (APPROX.) SYNTH. TURF SOUTH (`TYPE I) WALL I WEST (TYPE I) WALL SEGMENT = 60.000' SCALE : NORM 1 '-7II' VERT: 1 (LOOKING N OIR►110N NJICATED) FG=12.50 - 1W =19.14 TP =16.62 1W =16.62 TP =16.52 35 10' WALL FOOTING (TYPICAL) SEGMENT = 49.213' TW/TP =16.30 SURFACING SOUTH ' N WAIL SEGMENT = 106.979' c CONCRETE RETAINING WALL 'C' (FiELD 21 - PROFiLE FG=12.50 TW/TP=16.30 SCALE : im 1 MT: 1=10 r(L0OI12110 N DIRECTION OFD) 2 35 6' HIGH CHAIN UNK } 5 J 20 15 10 5 .A1/1■1111 1111111111111111111111111111111111111V111111 5 TW =16.62 TP =16.52 15 EXISTING 10 GRADE (APPROX.) SOUTH (TYPE II) WALL WEST (TYPE II) WALL SEGMENT = 20.000' SEGMENT = 10.000' CONCRETE RETAINING WALL 'B' (FIELD 1) - PROFILE SOUTH (TYPE II) WALL SEGMENT = 9.000' SOUTH (TYPE I) WALL SEGMENT = 7.500' CONC. RET. WALL SAE : HORIZ: 1 =20' VERT: -10 (IOOIatNG aREcnoN ) 35 2 10' WIDE x 7' HIGH CONCRETE RETAINING WALL 'E' (FiELD 4) - PROFiLE ARCH. FENCE SWING GATE TIM =22.00 TP =21.86 EXISTING CURB AND PARKING LOT PAVING CONCRETE STAIRS ;35 30 `2 0 1 � EXISTING GRADE (APPROX.) -11)O3.0e P IMR REST AITTAL 2.4111 . - s•.r. a... • •L_.JL . *WI% w.r,e . IL .4 -11F. IP • • • cn M r' yQ N t n Act M�"1 •� i W � Um a Pir4 COO LAW; Illllllllllllllllllillllllllillllll� 0 csi 0 3 z D 0 U) z 0 W cr .6 W I JOB 10701 MI: NOTED • C r ft SLEEVE FOR 4" FENCE SET WITH NON - SHRINK .1 GROUT (TYP), FENCE POST p SPACING PER n , I ti MFR. (SEE SPECS.) C2.1 -C2.3 CONC. RET. WALL (SEE PLAN) FINISH GRADE 0 LANDSCPPE HEADER OW) 8 0 U .1 2" ARCHITECTURAL FENCE (7' HIGH POST CAP 1 W O.D• TOP RAIL ACM OWN UNK FENCE IN NON-PAVED AREAS SHOWN, C.L FENCE IN OTHER AREAS SM.AR. SCALE : 1/2" a 1 6' HIGH 12' CHAIN UNK FENCE SCE • 1/2 = 1• -,�' x s ' HK�H CHAIN LINK SWING GATE r 2411 GALV. STEEL FENCE LINE POSTS AT 10'O.C. (3'0.D. AT TERMINAL, GATE 1 1 & CORNER POSTS -TYP.) (DEPTH CR. ROCK UOWSTRIP(S) (AT FENCING IN NON-PAVED AREAS ONLY - SEE PLAN) 1W0 BOTTOM RAIL L: SEE PLAN MATERyAL 12' :. 2 - (MAX) ROUND CONCRETE POST FOOTING, FC = 3000 PSI SLOPE TOP AWAY FROM POST 10"DMA. AT LIE (24 O.D.) POSTS 11 AT TERMINAL, GATE & CORNER (r'O.D.) POSTS Y4 PLATE CAP TYP. 4" x 4" x Y4 STEEL POST (TYP.) MATCH GATE TOP WITH TOP OF ARCH. FENCE AR H FENCE 7' HIGH IMPORTANT FOR PLAYER SAFETY 9 GA. 2' MESH (ON FIELD SIDE) HOLD MESH AT CENTER OF TOP RAIL FOR PLAYER f c'' SAFETY, lQ EXCEPTIONS g / C2.1,C2.2 LI 2 '_ 0 " ` 1 RASH GRADE 1 � HINGE (TYP.) ARCH. GATE (DOUBLE SWING) SET GATES LEVEL SOU : 1/2" = 1'--0' LI GATE STOP/LOCK ASSEQ 3LY MOUNTED TO POST (SEE DETAIL) COORDINATE GATE HOLDER ELEV. AND DROP ROD THROW FOR SECURE LOCKING SECTION AA (UNLESS NOTED) SCALE ; IOU : r plus nue 20'-0 GATE SINGLE GATE HOLDER (SEE DETAIL) CONC. RET. WALL 'D' 1/( =1 — OM=s) OPENING 20'-0" 10' WIDE x 7' HIGH ARCH. FENCE SWING GATE 1) EYEBOLT_ GATE FRAME (FOR GATE PADLOCK BY MINER) ELEVATION I DROP ROD /DOUBLE GATE HOLDER (SEE DETAIL) A ic • / ok' -■""‘"* X - � GATE - PLAN VIEW X FINISH GRADE / X—fl i LOCK SET DETAIL (TYP 3 1'-0" 10'-0" GATE `9 GA. 2" MESH VINYL CLAD FAeRE (ON FIELD SIDE) 20' WIDE x 6' HIGH CH/UN LINK SUDE GATE DETAILS L C 1wO.D. MORAL BRArCE 10' WIDE x 6' HKH FWN UNK SLIDE GATE DETjSJLS H 1/2' GATE ROLLERS (TYP) TE POST FOOTING GATE LOCK SET (SEE SPECS - 0��-) .02 11'0111 IQ WE SUPPORT POS7S 4'O.D. GATE SUPPORT POST ( -) 6' HIGH CHAIN (W FENCE NISH GRADE SECTION AA 1/7' = 1'-{r UPPER GATE ROUER (PER GATE IIER.) zo' (norM) wion+ /�� GATE, PER GATE max. LOWER GATE IDLER PER GATE MO CONCRETE POST ( #_*U FW FC =7000 P9 a N t0 \- i UPPER GATE ROLLER (PER GATE MFR.) St �I�GA � 30.D. FENCE POST AT GATE G NCH OWN UNK FENCE iY'TR1155 R00 9 GA 2' MESH (ON FIELD SEE) CONC,. RET. SILL "G" 20' (No) WIDTH CANTILEVER ALUMINUM SUDE GATE, INSTALL PER GATE LIFR. LOWER GATE ROLLER (PER GATE MFR.) 12'DIk AT GATE SUPPORT POSTS LoaweLE CENTER DROP ROD ASSEMBLY ITM JOUST PS amui ICHE; an Ftu9+ wnN MN GRADE ICIER WIRr INsoIwaaM � SLEEVE DETNL SL 1/t =1'-f : - X ) ROUND CONCRETE POST WWI.. PLATE FOOTING, FC = 3000 PSI GATE STOP/Lock AMY 5'-0' CONCRETE STNRS SINGLE GATE HOLDER (SEE DETAIL) ARCH. GATE CONC. RET. FRAME WALL 'C' 10' -8' 5'-U" Y4 STL. DROP ROD 'CAP' UPPER DROP ROD MOUNT DROP ROD GATES) LOWER D ROD MOUNT BOTTOM OF GATE RAIL 10' CONC. SLAB (4" CONC. SLAB SIMILAR) 3'O.D. POST ! ' (C.L. FENi � Y4 STL PLATE GUS`SEtS WELDED TO POST SECTION BB 3'O.D. FENCE POST AT GATE CUE UCH IIALIFABLF Fri( LATCH C LURE spA lig MIST t• GALV_ PIPE SLEEVE \10 IIOCFPf ply ROD WO HOLE Ye * O HOLE FOR DROP ROD FOR DROP ROD LOWER MOUNT UPPER FOUNT , LM VIEW' 3' = 1'--0" 6'HGH MAN LJ FENCE CONC. RET. ARCH. GATE FRAME WM. TAB Y4'STL. ''CAP' WELD TO GATE WELD TO DROP ROD 'N • ARCH. GATE \ FRAME 3 = 1'-d' a CO PLAN VIEW — - J- - OF GATE RAIL DROP ROD ASSEMBLY SHALL BE INSTALLED ON FIELD SIDE OF GATES. DROP ROD / GATE HOLDERS (NP AS RED'D. FOR LOCK EYEBOLT ALIGNMENT Y4STL PLATE GATE STOP/LOCK ASSEMBLY RUBBER GATE STOP PAD R ROUNDED CORNER 1 EYEBOLT FOR KID GATE IN IK IDE STACK 44R ROUNDED COMER TE EYEBOLT LOC.ATEN OPTIONS (BY ) GATE PADLOCK (BY OWNER) WO HOLE FOR LOCK ARCH. GATE FRAME MEL GATE STOP / LOCK ASSEMBLY IS WELDED ON DUGOUT SIDE OF GATE, FELD ADJUST SIZE OF GUSSETS AND MOUNTING HEIGHT AS RED'D. B SECTION CC GATE STOP LOCK ASSEMBLY DETAILS POST CAP 1%"0.D. TOP RM. «c' 9 GATE PADLOCK (BY OWNER) DROP 12OD 'CAP' PLAN VIEW 4x4x1/8 TUBE 'CAN' ( ROD ' DEEP) 2" LONG x 1" WIDE DROP ROD SLOT 1/4" STEEL CAP 6x6x1 /8 TUBE STEEL DROP 'CAN' 6 DEEP) " ( ) 4' LONG x 1" WIDE DROP ROD SLOT 1/4' STEEL CAP .V Y4 STL PLATE GATE STOP /LOCK ASSEMBLY POST (C.L r(wa REM FoR FENCE CONC. POSTS SET IIITH s & c GROUT ( E PLAN) F PER i 1:1)93 Ye• HOLE FOR LOCK SINGILSINUMEB 9 GA. 2' MESH (ON FELD SIDE) HOLD MESH AT CENTER OF TOP RAC FOR PLAYER I SAFETY, fig EXCEPTIONS GALV. STEEL FENCE 'LSE POSTS AT 10'0.C. (3"0.D. AT TERMINAL, GATE & CORR1ER POSTS -TYP.) MN BOTTOM RM. I MPORTANT FOR PLAYER SAFETY PE CE P€' PERMIT RE ITTAL %minor • e - .... lima ...w...a. ar ..tea ..._. _J 0 • • 0 ' nIPIR — s• Q c ~ .aw az' o 3a c , 8 U) z 0 U) W ac U 4 . r H E O � $•4 �a� ohm A � .4J of 0 0 a g GO 0 c .^ w m W I .KKit 10701 9G11: NOTED I • • 4 • • • 4 • 4Ti►fit4r) ?itfs R I t1tibitmK\10761- `1 \601 Rt I1Olf)t -C2 4 Iv) PlAttr+l 4t TlH bin 1r t'I t1R IC ;'DO"! A V Starfire Sports Soccer Complex at Fort Dent Park Tukwila Washington SITE SECTIONS & DETAILS REVISIONS DATE • BY STATE OF WASHINGTON REGISTERED HIIEC1 kVlht DEL', CERTIFICATE No. 209 DATE: 06.12.03 DWN: Sew CHK: SAJ /ABD APP: ABD DATE: BRUCE DEES & ASSOCIATES Londscope Archittctjie • t rbo• Des Site P+onnm9 • RecYeot F oc,+ Des 2n F Pty u, Ye 702. tw.,. R 9M9+ ;mow 7M' a C1.3 18' 0 SYNTHETiC TURF STITCHING LAYOUT SOME : 1 it 20'-0r ONC. CURB (SEE PLAN) CORNER KICK SETBACK (`TYP) ARC �(YI') 1 RF u N • = GOAL AREA 132' = PENALTY AREA 155' PRACTICE FIELD WIDTH SOCCER FiELD CORNER FLAG : r -10-cr E SOCCER STITCHING UNES: COLOR = WHITE (riP) CENTER MARK In 11.5' SYNTHETIC TURF SURFACING 330' FIELD LENGTH FIELDS 1, 3, & 4 320 FIELD LENGTH FIELD 2 SEE PLANS FOR 'LADDER' STITCHING LOCATIONS. 4 FIE1D-\ 2" 1 " 1 SOCCER FIELD STITCHING UNES: COLOR = YELLOW (TYP) CORNER MC STITCHING SO : 1/4r • 1 L •=1•MMI. .11111111M -410/1100% 18' -2 (TYPICAL) PENALTY MARK GOAL TICK MARKS (FIELDS 2, 3, & 4 ONLY) • 165' (FIELDS 1, 3, do 4) I 165: (FIELDS 1, 3, & 4) 160' (FIELD 2) 160' (FIELD 2) ( _ 2 . • II I t 2 LADDER' STITCHING LEES ( tM ■ 5'--0 ('") •a I ._ 113 _.1 (SEE PLAN 1> 0 3 SPEED & AGILITY 'LADDER' STITCHING HI r ■ " • • ■ �U. rNUMMMMII 11.5' FINISH GRADE AT TOP OF SYNTHETIC TURF IN`9.L (SEE PING) 4-5/8' ID. GROUND SLEEVE CONCRETE FOOTING 1 /r ROIL ORA 4 TUBE ti.2lt3. =I ".1 k.f'.f i:1: j2 tbi.iI.iIr711i :At 'St.'sr, e SYNTHETIC TURF STITCHING NOTES: 1.) ALL SOCCER FIELD STRIPING SHALL BE 4' WIDE AND YELLOW IN COLOR. PRACTICE SOCCER STRIPING SHALL BE 4" WIDE AND WHITE IN COLOR. 2.) THE UNES ARE CONSIDERED PART OF THE FIELD AND IN PLAY' IN SOCCER. ALL MEASUREMENTS ARE TAKEN FROM THE 'OUTSIDE' EDGE OF THE UNES. 3.) THE LENGTH OF THE FIELD (GOAL UNE TO GOAL UNE) SHALL BE 330' -d' FOR FIELDS 1, 3, AND 4 AND 320' -O' FOR FIELD 2. 4.) THE WIDTH OF THE FIELDS (TOUCH UNE TO TOUCH UNE) SHALL. BE 210'. 5.) THE PENALTY AREA SHALL MEASURE 54' - 0r X 132' - O". 6.) THE PENALTY MARK SHALL BE 36' -0+' FROM THE GOAL. UNE. 7.) THE RADIUS OF THE PENALTY ARC SHALL BE 30' -O' FROM THE PENALTY MARK. 8.) THE GOAL AREA SHALL MEASURE 18' -0' X 60' - O'. 9.) THE RADIUS OF THE CORNER ARC SHALL BE 3' -0'. 10.) THE RADIUS OF THE CENTER CIRCLE SHALL BE 30' - 0". 11.) WHERE ONE OR MORE UNES CROSS THE YELLOW UNES SHALL TAKE PRECEDENCE. SYNTHETIC TURF GENERAL NOTES: * DIMENSIONS AND CALLOUTS SHOWN FOR ONE SIDE OF THE SOCCER FIELD ARE TYPICAL FOR BOTH SIDES. * PRACTICE SOCCER FIELD UNES ARE SHOWN AS DASHED ON THIS LAYOUT PLAN ONLY TO DIFFERENTIATE THEM FROM THE OVERALL FIELD 1 THRU FIELD 4 SOCCER FIELD UNES. BOTH SOCCER FIELD AND PRACTICE FIELD UNES SHALL BE STITCHED AS SOLID, 4" WIDE UNES. PRONE POSTS LATH 3`-d AND 6'-d NET Now= HEIGHTS 15` CORNER ARC CENTER MARK SOU : 1/i' - 1 NET POST ILI It ic.;i.'T1;.I:. ::i S SOCCER TENNIS NET POST sou: W -rt 4" WIDE YELLOW GOAL UNE 4 WIDE YELLOW CORNER ARC UNE 4' WIDE YELLOW TOUCH UNE --4" WIDE YELLOW 3' -0" •: . GOAL UNE CORNER KICK SETBACK 4" WIDE YELLOW GOAL AREA UNE PENALTY MARK 4" WIDE YELLOW CORNER KICK SETBACK UNE 4 WIDE YELLOW CORNER ARC UNE 4" WIDE YELLOW TOUCH UNE 4" WIDE YELLOW GOAL POST SOCCER FiELD SYNTHETIC TURF STITCHING DETAILS MARK (IM 4" WIDE GOAL UNE CENTERUNE CENTERLINE - 'rV -- - OF GQAL - 60V — GOAL POST MARKS Imo;ENEZ Cr'' - 4444"a 1:$03•Pol.„3"' muff r ITAL - alone - a Iti..r•.rs .wM s ws ...r w 0 r I IC 3 0 U 0 a a h 0 U) z 0 U, > W Elffill n .oe 10701 saki: NOTED • • irT s C.7 16 O CB #212 RIM =16.30 IE E =11.32 IE W =11.32 BUILL1 FF =16.50 HDP- 10L.F.03d. Mal MO 1-16.62 • HDP -9LF 1,20.02 ' HDP 101 11 LF.020.0% 48" TYPE 2) M =16.25 z 16 . 2\ E N =11.27 1V �a • E =10.77 E ARC4:) 22.2 E S =10.77 ,R E W =10.77 CB #210 RIM =16.30 ce j203 RIM =16.30 CB #209 IE E =13.04 RIM =16.2$ IE W =13.04 IE E =11.31 W =11.31 TP =16.50 CONN. FOOTING DRAINS 3 �IiilliiiC • • • . ..... , .. 111111 ME ME II I CONCRETE GRANDWSTAND W /W00D SEATING }CB 204 = E =13.54 IE S =14.04 IE W =13.54 C8 11208 RIM=16.28 IE E =12.12 If S =12.12 TP =16.50 CONN. FOOTING DRAINS 01111111111111111111211r1 • r• • l l .l br • • -1• �}4 Tw=16.32 W=1622 TP=16.32 1W=16.32 CO E =13.8 TC=16.40 FG FIELD=16.40 :: 14 14 34. 1P=16.11 ce R111=16.01 14.79 E E =13.72 E S&W =13.64 £ =14.10 E =14.35 E =14.12 CB #103 5. 48 RIM =16.30 IE E =10.14 IE S =9.89 IE N =9.89 CB1102 I, (*NI TYPE 2) RIM =16.15 IE E =10.37 IE W= 1,Q,37 • • • IE• •N =10.12 1 P- 80LF.00.5% - 15.1 CD • '7 ; c)I 8" HDP -72 L F.00.7%• • • • • . 8" HDP- 72L. N g o- id- W In W W I. t M 7 O lu KCO CO N 4 cri 4 'O CV 1t I - rr• . r r . I W N W W0 L W W • c■ I x U 1 1 _11_4 trYP) z O a s et- a. CB RW=:16.45 E N = 15.19 E S=15.19 E E =15.11 1 53 5 4 J 1E33 16 co 17.5'D 4 t - .t M ls.iV : N W - 111 CONC. WALL FOOTING DRAIN (SEE DETAIL SEE 'AWARDS' STAGE DETAE - FOR ADDITIONAL INFORMATION & SPOT DOS T. . RW 16 E W=12.26 E E =11.93 E 1 8 BLF:032.37X CB I407 ==16.12 E S&W =14.86 E N=14.78 V " °lvs mis mu tTORM DRAINAGE NOTES CONC. WALL =FOOTING DRAM (SEE DETAE r.xYD1P4TE FINAL STUB -OUT LOCATIONS WITH THE UT1UT1ES INSPECTOR. PROVIDE- A WIRE OR OTHER DETER DEVICE MID MARK STUB -OUT LOCATION WITH A 5 -FOOT Tx( STRIKE, BURIED 4 --FEET AND UhEELED "STORM 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF ---. TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER SIGN ,-MANUAL UNLESS OTHERWISE APPROVED. r7 2. MARK ALL STORM DRAIN INLETS DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS' , "DRAINS TO WETLANDS" OR "DRAINS TO GROUNDWATEI AS APPLICABLE. MATCHUNE - GRID 3 - SEE SHEET C3.3 I I I 1.. X7..7 MD - .1111. - i - MOOMMENIMMIMISMI :i ENOMMIIIIMINIMPININIIMMINIIII I •it)e 4 44 4% .& k f N. "CA t• 4 1 114:1 N - i 6.)0 ,.0 CB 1206 53 RIM =16.28 IE W =13.75 ti TP =16.25 CB #205 RIM =16.30 IE W =14.04 TP =16.40 C TP =16:40.. TP /FL =16.30 TP =16.40 IE =15.46 CB #401 RIM =16.20 IE N=15.46 IE S=15.46 CB 1402 RIM-16.20 IE N =14.94 IE 5=14.94 TP=16.30 64' CB 1403 RW 16.05 E N = 14.27 E W =14.27 0 Fri ZJ z CD Cl) 0 C I i C7 0 0 0 0 z 1= I �l 7 7 1 C`) 0 0 0 70 ■ C) C) - > z • z C) 1 tl 1 i t PROP OSED DRAINAGE LEGEND 4' PERFORATED. PIPE (PP) SUBORAINUNE LATERALS IN DRAINAGE AGGREGATE ENVELOPE Ar1 IMF 0.01111WIIN 1 SOUD HDP STORM DRAIN UNE (SIZE AS NOTED ON PLANS) ,, HDP PERFORATED PIPE (PP), Q$ CORRUGATE - •••---•••---= PERFORATED PIPE (CPP) DRAINUNES IN r` DRAINAGE AGGREGATE 'FRENCH DRAIN' (PIPE SIZE AND TYPE AS NOTED ON PLANS) 0 S .-- -•. -19.�• 4--FG =16.62 1% 'NOTES 8` SOUP HDP SUBDRAINUNE COLLECTOR HDP PERFORATED PIPE (PP) FOOTING DRAIN UNE AT CONC. WALL TYPE 2 CB W/SQUARE VANED crux (SEE CITY OF TUKWILA STD PLAN DS-22) IMF TYPE 1 CB W /SQUARE VANED GRATE (SEE CITY OF TUKWILA STD PLAN DS -25) DRAIN INLET W /SQUARE GRATE HDP CLEANOUT DOWNSPOUT CONNECTION SYNTHETIC TURF MATERIAL LAWN OVER 12* DEPTH SAND PROPOSED CONTOUR UNES EXISTING CONTOUR UNES PROPOSED SPOT ELEVATION SLOPE DIRECTION & STEEPNESS GRADE BREAK UNE UM ITS OF GRADING UNE BRK BREAK \ N CB CATCH BA NE CPP CORRUGATED NW PERFORATED PIPE OUT E EAST , PP EX EXISTING RIM FE FINISH FLOOR ELEV. S FG FINISH GRADE ELEV. SE FL FLOW UNE ELEV. _ SG GRD GRADE SL 50' HDP HIGH DENSITY PLASTIC SW HP HIGH POINT TC IE INVERT ELEV. • . TP IN INLET TW LF. UNEAR FEET 1 TYP LF LOW POINT \ W EXISTING FEATURES LEGEND O 20 40 eo spa- _2 1; CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424-5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT -OF -WAY. RETAIN A PRIVATE LOCATOR SERVICE TO. LOCATE UTIUTTES WITHIN THE PROJECT SITE. 2. FINISH GRADE AT CONC. CURBS IS TOP OF CURB IN LAWN AREAS. 3. ADJUST EXISTING UTILITY APPURTENANCES WITHIN PROJECT LIMITS' TO NEW FINISH GRADE (TYPICAL). 4. SEE SHEEP FOR CATCH BASIN & MANHOLE DATA TABLE \ AND CONSTRUCTION STAKING DETAL EARTHWORK NORTH NORTHEAST NORTHWEST OUTLET PERFORATED PIPE RIM ELEV. SOUTH SOUTHEAST SUBGRADE SLOPE SOUTHWEST / TOP OF CURB' TOP OF PAVING TOP OF $.,L TYPICAL,; WEST FOR BUSING SITE FEATURES LEGEND SEE EXISTING SITE TOPOGRAPHY PLAN SHEET'S. VE RTICAL CONTROL NATIOtfL GEODETIC VERfm mum OF 1929 - NGVD29 / y PECEVEZ AFTER CLEARING & GRUBBING THE TOP 4' OF MATERIAL GRADE THE SITE TO THE NEW FINISH GRADE CONTOURS SHOWN. EXCESS SOIL SHALL BE`. REMOVED FROM SITE. ABBREVATIONS IT RE ITTAim. - ..R. a....ltlra,MS .. .M.N. ...q...r I, e tIa BRUCE DEES ASSOCIATES . l = ... =Arm S.. C■1101P-.N Essayons bill ,,, ,, ,..:. ixtruil r.:::. 1. .•(Iti /EM of -1\f}: \ >t \I_C :.'f r 0 0 I z J o. .6 0 z ri 0 cc 0 Joa 10701 SCALE: 1' =20' i r► • • 4,t6{"4l File F �fiR•tffw„I +ii(,t• t\lfN t?l t\t),Ot f'1 11,01 PIr,tr•-.j !NI ;, o t 1 1E4113,73 ±!er!2,5 . r a.1 . are . f r ' f( r r L war AS MI OW at IOW .1t wow as �� i 3 ` t i fr l +I 1/1# a. a! 1#1: wIt h- _ - am» r . ...vow .r wow ow. wow : I am dm awl ea ale 10 4 r4 sa. , .— , — i.:.rr—ar 12. MEW U On f I • } aie ' a• ■•.'aee Fir I t. 4 1 i# � 1 ! afr 'i aai aYit 1, - awr >� • ear .r,ar'aw trawl air- fl'.1.:a owe Mgr Ole IOW' , wig Ilrr .re awe as * 11 ar:r. .• !f, 'j Ni.•.I0 MATCHLINE — GRID 4 — SEE SHEET C3.4 ! la r a. ! - _ fa r '� - - - .r t 5 11 }1V► -99L, r, f4% •r + ',r• +f i'., ,.: r,. +r r•. �,+'i _ ! _ t +'y +.•s +- �i Yifs � ,•r ` • Y s w 1 ' P 1 aLF.00.3% r ref y .� MINI` Imo �IIIII wr ar arm — aa e. 4 ,5% . -1 i owe we i. -.a .r am ma alit away ow _ .. few wolpto � WW n w — t oy t am are :r aw a a -gyre .. r +rr la IOW ' .... ..t +ow lair •rwilt FL" i W! a.r s i.r owe air an woo' a1r ai as as eke — err WOW.. iw. .. • Iief r i. awe wee Am ow 4 re :we r r it OW — r•► rr• •r avow r _ ••••••• LS o L im it:To' ' is 't-P' ! � f al ie a t an a ir la `J far mar ar algae a1.r Z1s .. +.r. - 6.thS y f c 13.9 it , ' C:) ' .)` i, (`,) s V we we are arm a am as a■ .faaaq., anima w. • +TNT WWI as WON OW — frr i.r are — or a. wee me WIN ! Frew - W1. .r� 0 r 1 r I f r f ewe leer ea ' • r *Or +IOW affi 111W 001 OW P P' V. 48'0 CB rivt 1105 S ■9.20 1E E.9,78 IE N -195 nor (OW ar UMW a.rsa.rat WWI : al r. — are s irl Iww a. am* au al �- •. MIS _ M.. _ �r fa ..r ..... I �� v rr..Il� Fit a. twee. b.'ewe twitelmiilijobir> lm at +.mi tow -war i twee.. a..r. wir .�t - . � w�f fa E I OM ISM MN IIMIS Mai -117.inir..,7 nr. _ rre are, fit` -' • r i Eg 11.77 1E* i 1.90 ` 1.•1 8 " HOP - 466LF'.00.867% : 1E0 1E012.16 1 —1;f3.76_ 1E112•29 ¶'T; r 11" MOB E 'Ft LD. IE* 1 ; ;1 ; ::.:: ; :: a 1 .40: (sLO 7 • 6. 12.55 E •ii2.60 E012,81 -} .' 0:12.94 . i �. r. - IEis 13.07 Ii�. 13.20; IE -14.00 Co IE - 13.76 •■•■• o+� ca q!;,EmiqVc'I'Pr" 63W h 4 § ggz 394aacwtsat^iqw= II 0) 7c; fl aR POgi ` m z g M I 5 .4 ri 53.F 1 2'0 • 110- 11 laa PP„, 4rq 114 1.1 gm 2 glg g m N rn • 0 • • m cn • Ulla WIMP a z p.' Cr • • s 1 9 . 18 -. 4 5 E 1 m p • Is) I Lei g OD s \ a i �C) 1 w , �\ 1 ��'" g \ \ . *' a \ w 1 �`. 4. \ rte `~ - . � � - -,- I i r 0 N • r*�m r*� , Ncti �I• � " j ijo $ o W S W • w Eli ,S•g9 g 0 0 0 M ifs . A4 mm co '1 ig gl mg sA 40 Srn cfl o � � CA INI . , - -- - _ - - - - .. . twe 3 LO TS w m mzg gg c) 4' cr Noa OD mmmo 0 0 Zg3 C AP I 2 X o W > o m >. 0, so z II CD P _ rn ml: 4g 2 ig gE z gg gl --i/ g i i 2 q 'N-n 6 goEg 0 lit u)13 tat N3 NI a om 0. o 0 l GO OD • Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington GRADING & DRAINAGE PLAN - GRID 3 REVISIONS • • DATE • BY DATE: 06.12.03 DWN: JDY/SAJ APP: MAP EXPIRES: 12/03/20071 • / •5.67 J � IMIIMINOI•■■ OUP OOP 1,718 •a.././.wwa.a.w•. aaarrwark.Yar,. 27.13 TW =22.50 TP *18.50 16.92 TP=16.44 E 1N=14,0. E _ I /CO E =18. 4S Wit r E=18.65 TC =17.44 2TP =16.84 SEE ARCH. FOR : BLDG. STAIRS 23- BUILDING FF =22.50 (SEE ARCH.) -) WYE 62 - 4S WYE E=15.60 TP/FL =22.22 1P/FL =22.34 CO E =15.61 E =11.68 1W =22.50 2.7 . ' a >20.6 12 .; t r !/ � / • 15. 3 8 quo 5 2_ , r / 4 22. / / 1 1V 20 73 1 5.9 1 1 ' r • -22. 15.6 J f i ~• ten. / 13 f ,; 22.32 / / 21 i / \ BB 20.17 f `T X19 c 1 • 22.13 1 5 . 57 o - I7 a J r '4 07r 1' 20 27 2 174 = 1 5.68 .z O7, s 15.13 . \ -: 1,66 -1 5.50 15,24 7 15.55 r L 15.5'. 157 1 !. 1. �� ' - '' � /: T EXISTING GRADES OW) fo "5 CSC' y C4 4 :. A go D(� 415.6 viE 1535 5,6 sb 15.58 - F,Q .r =16.55 C � 15.5 7 \ 15.6 `PDC F'r G , N. 15.46 `. O 4 J t533 16.6 1 1s -o Y -.- - .65 5S DeCF S 15.63 N 6 , � 1 55 7 s 15 - 15 ' 15. .15 1 1$,A 151 15 41 g6 15. r 3 6.8 5 1 197 1 59 2 MA - GM 2 - SEE SHEET C3.2 15.4 167 18.40 HOP- 15L.F.S1.0% 4S WYE E =17.14 45'WYE E =16.30 ie 1 i o 1 1 � 4S WYE 1 E = 14.93 C$ 1416 R -15J0 E N - 14.54 E 514.54 �9rT 7h 1 11 -31L FI0.7% E =14.76 ' 45 E E =1� a ;�C : WO OW VW MD • Mil=1• '4110; •NEW■lailill111/111110 -P7 9q, 4 400 0. /4, <0b CB #415 r� R61 =15.90 E S=14164 ; (18.42 . 45!' ins _ - 4, 1 -'5 L 1 1501 C11 1221 1 16.30 E 1113,32 E 1E=113►2 17.80 7 . • 1 7.78 / . - �. 1 7.5$ 16. 18.E 18.89 18 .97 5 ;5. � CL ATHLETIC GETTER OY r'T UNIT LEE 14.6 - - 182 72 E =13� E =1406 WY 45 E E =13.47 E =14.02 ` C 1222 1i 1&30 E W -12.78 E N -13.28 E E = 12.18 1 7 41 0 CONC. WALL FOOTING DRAIN (SEE DETAIL 1 95 16 7 (AT BLDG. EDGE TYP) IE 11612.24 9.3 CO E=16.67 45 WYE BUILDING WALL FOCMNG DRAIN (SEE DETAL in 92 ARCHITECTURia b0 17,0 INDOOR SOCCER -FIELDS C8 1224 IIIMM L30 E 041 IE 1114 1E Sm11. ti , /./. , t , 1183A A3 35 ' 1,1 22 43 ).'‘.........:: 1 -'42.1 3: MATCH DaSTING GRADES (TYP) TP=16.50 W BLDG. EDGE TYP) miaow COMM IPENNIT LENT LINE 45` WYE 2.91 1E14 2.26 1 art La co La CI CZ • 0 NOTES ABBREVIATIONS 4" PERFORATED PIPE (PP) DRAINAGE AGGREGATE ENVELOPE COLLECTOR (SIZE AS NOTED ON PLANS) DRAIN INLET W/SQUARE GRATE DOWNSPOUT CON N ECTION SYNTHETIC TURF MATERIAL PROPOSED CONTOUR UNES DUSTING CONTOUR U NES PROPOSED SPOT ELEVATION SLOPE DIRECTION & STEEPNESS GRADE BREAK UNE BRK BREAK CB CATCH BASIN CPP CORRUGATED PERFORATED PIPE E EAST EX. DUSTING FF FINISH FLOOR ELEV. FG FINISH GRADE ELEV. FL FLOW UNE ELEV. GRD GRADE HDP HIGH DENSITY PLASTIC HP HIGH POINT IE INVERT ELEV. IN INLET LP LOW POINT EXISTING FEATURES LEGEND NE NW OUT PP RIM SE SG SL SW TC TP TW TYP 0 20 40 ISO SCALE r-20- HOP PERFORATED PIPE (PP). f),B CORRUGATE PERFORATED PIPE (CPP) DRAINUNES IN DRAINAGE AGGREGATE 'FRENCH DRAIN' (PIPE SIZE AND TYPE AS NOTED ON PLANS) H DP PERFORATED PI PE (PP) FOOTING DRAI N UN E AT CONC. WALL TYPE 1 CB W/SQUARE VANED GRATE (SEE CITY OF TUKWILA STD PLAN DS - 25)TIV 1. CONTRACTOR SHALL VERIFY COSTING UTLITY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424-5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT-OF-WAY. RETAIN A PRNATE LOCATOR SERVICE TO LOCATE UT1LMES WITHIN THE PROJECT SITE. 2. FINISH GRADE AT CONC. CURBS IS TOP OF CURB I N LAWN AREAS. 3. ADJUST COSTING UTIUTY APPURTENANCES WITHIN PROJECT UMITS TO NEW FINISH GRADE (TYPICAL). 4. SEE SHEET FOR CATCH BASIN & MANHOLE DATA TABLE AND CONSTRUCTION STAKING DETAL EARTHWORK AFTER CLEARING & GRUBBING THE TOP 4 OF MATERIAL. GRADE THE SITE TO THE NEW FINISH GRADE CONMURS SHOWN. EXCESS SOIL SHALL BE RBIOVED FROM SITE. NORTH NORTHEAST NORTHWEST OUTLET PERFORMED PIPE RIM ElEV. SOUTH SOUTHEAST SUBGRADE SLOPE SOUTHWEST TOP OF CURB TOP OF PAVING TOP OF WALL TYPICAL WEST FOR DOSING SITE FEATURES LEGEND SEE EXISTING SITE TOPOGRAPHY RAN SHEETS. VERTICAL CONTROL NATIONAL GEODETIC VERTICAL DATUM OF 1971 NGVD29 1)1)3 009) PECENED tram - IPICTIc BRUCE ilk DEES& ASSOCIATES II MIL Ira • MIN (111111,-10i Id Essayons CC•40 MG MUNDT( NC CA cri o lak 03 A Ir 4044 al OS ta 0 1 O. es 0 cc 0 JOEt 10701 • • c C C c r= • C FINISH GRADE a ^ GROUT (TYPICAL) REMOVABLE TEE (SILT TRAP) ON OUTLET SIDE NOTES: e t 'et4 to T 'o 12" SCALE : 1/2' - 1'-0' JOINTS 2 -1 111"" —'T *•"") •""'" d . T 1. CATCH BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS IN WSDOT STANDARD PLANS B -1 a & B -1 z. TYPE 2 CATCH BASIN W/SOLID LID ji i�'illi W mr. TRANSV. SECTION FINISH GRADE GROUT (TYPICAL) REMOVABLE HDP HDP (SILT TRAP) ON OUTLET SIDE ONLY PRECAST BASE SECTION NOTES: J 24 0 x2O" TYPE 1 CATCH SCALE : 1/ = 1 0 56 "0 11,11 1111 26"x22 34 "x30 51- 4 BAR CONTINUOUS PLAN VIEW SOUD ROUND LOCKING COVER AND FRAME �-- NEENNi 13205 SWALE / GRATE AND FRAME 12" SOUD HDP PIPE TRENCH, PRECAST REINF. CONC. BASE 12 � -- 6` DEPTH CRUSHED { ROCK BASE SE 6' OR 12" RISER SECTIONS AS REQ'D. z 4- a 1 1. CATCH BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS IN WSDOT STANDARD PLANS B -1 a & B -1 b. -ROUND RISER SECTION PRECAST CONC. UD SECTION REBAR LADDER STEPS CAST INTO CONC. HDP DR/UN PIPE GROUT ENTRANCE NEATLY (SEE PLAN FOR SIZE & TYPE ) PROVIDE HDP TO CONC. MH ADAPTOR (TYP) GROUT (TYPICAL) PRECAST CONC BASE SECTION FLUSH GRDS. TYP. END CONC. SWALE (WHERE SHOWN ON PLAN) HOP DRAIN PIPE GROUT ENTRANCE NEATLY (SEE PLAN FOR SIZE & TYPE) PROVIDE HDP TO CONC. LIH (TYPICAL) ADAPTOR BASIN W/SWALE GRATE FINISH GRADE USE EXTENSION RISERS AS REQUIRED NDS12"CATCH BASIN (OR APPROVED EQUAL) NOTE: ADJUST HEIGHT OF C.B. WITH EXTENSION RISERS USE EXTENSION RISERS AS REQUIRED FINISH GRADE REMOVABLE TEE (SILT TRAP) ON OUTLET SIDE GROUT (TYPICAL) a NOTES: 1. CATCH BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS IN WSDOT STANDARD PLANS 8-le & B -1 z. TYPE 2 CATCH BASIN W/VANED GRATE sou : ,rr - r� C3.1. C3.1. DRAIN INLET W/SQUARE GRATE SCALE : K T. S. z 2 ,4 g: cv 2 f � 12" 56 "� 12: &_6a DEPTH CRUSHED - ROCK BASE PERFORATED PIPE • N Q 'rT'-w' d • " T T 20 "x24" VANED GRATE (WSDOT STANDARD PLAN 8 -2c) WITH 'DUMP NO POLLUTANTS' CAST INTO UD FRAME (SEE WSDOT STD. PLAN 8 -2a) HOP DRAIN PIPE GROUT ENTRANCE NEATLY (SEE PLAN FOR SIZE & TYPE) PROVIDE HDP TO CONC. NH ADAPTOR OW) GROUT (TYPICAL) / PRECAST CONC. BASE SECTION PRECAST REINF. � CONC. BASE 12" SQUARE CAST IRON GRATE if -6"(OR 8") PP/cam PIPE (SEE PLAN FOR TYPE, SSE. LOCATION d AND INVERT) RECTANGULAR RISER SECTION ;11.11. • COMPACTED /STABLE ORIGINAL SUBGRADE OR COMPACTED , .GENERAL FILL SEE PLANS FOR GRADE 1211N. PIPE SIZE PRECAST CONC. UD SECTION REBAR LADDER STEPS CAST INTO CONC. PER PLAN FINISH GRADE IN LAWN AREA 6" DEPTH OF DRAINAGE - AGGREGATE BRICK SUPPORTS SLOPE ►roP DwuNUNE\ (sue PLANS) NOtar7VEN GEOTD(TILE RP --PleP DEPTH = 24' C'[ PTH lie MANS CRUSHED ROCK BENEATH RP -RtP SOLE : 1" = 1'-r0" 20 "x24" VANED GRATE (WSDOT STANDARD PLAN B -2c) WITH 'DUMP NO POLLUTANTS' CAST INTO UD GROUT (TYPICAL) NOTES: HDP CLEANOUT REMOVABLE HDP TEE (SILT TRAP) ON OUTLET SIDE ONLY PRECAST BASE SECTION 1. CATCH BASIN SHALL BE CONSTRUCTED IN ACCORDANCE WITH SPECIFICATIONS IN WSDOT STANDARD PLANS B -1 & 8-1b. TYPE 1 CATCH BASIN W/VANED GRATE 74' . r DEMI gi SECTION B -B r a 9 HDP CLEANOUT CAP IN LAWN AREA/CAST IRON RING & COVER (WSDOT DTL B -18b) IN PAVED AREAS FINISH GRADE IN PAVING (2) 45 HOP FITTINGS INVERT OF CLEANOUT FOR ELEV. REFERENCE OUTFALL INVERT (SEE ) .B SECTION A-A PIPE OUTFACE RIP —RAP SPLASH ;4 "x20" 26 "x22" 34 "x30' PAD U SE 6" OR 12" RISER SECTIONS AS REQ'D. HDP DRAIN PIPE GROUT ENTRANCE NEATLY z (SEE PLAN FOR SIZE & TYPE) PROVIDE HDP TO CONCR MH ADAPTOR OW) 4" BUILDING DOWNSPOUT & CAP (SEE ARCH. PWiS� L0CAl10N PER PLANS (TYP) FINISH GRADE CONC. PAVING (WHERE SHOWN) CO HDP /PVC ADAPTER FTITING (WYE OR 45' ELL) 61 SOLO HDP STORM LINE (SEE PLANS) DOWNSPOUT CONNECTION WLU* NW PLANTINGS (SEE PLANING PLAN) SEE PLANS FOR GRADE E (SEE WSDOT STD. PLAN B -2a) CEoIEXRF CIIEP'TH 1%r 1/NUIS CRUM Nom ODIUM RP NAP SCALE : 1' - 1•--0r 6' HT. FABRICATED GALV. METAL DOWNSPOUT BOOT WI ROLLED SEAMS - PAINT TO MATCH DOWNSPOUT FINISH GRADE PLANTING BED (WHERE SHOWN) 6•• ABS DRNN PIPE (LENGTH AS REQ'D.) CO PVC FITTINGS (LENGTH AS REQ'D.) NOTE: ALIGN 4' DOWNSPOUTS WTIH 6'0 ADS DRAIN PIPE PRIOR TO ANY CONCRETE WORK 101'2' DEPTH AT SYNTH. TURF FIELDS 12" DEPTH AT - SAND/TURF AREAS 4" PERFORATED PIPE (PP) SUBDRAINUNE LATERAL COURSE 101+x" DEPTH AT SYNTH. TURF FIELDS 12" DEPTH AT SAND/TURE AREAS VARIES: MN. AT HIGH END 2" Mid. i LEWIJNG R I FABRICATED (x4" HDP TEE (1YP) 8" SOLD HOP PPE (HOP COLLECTOR DRAINLINE (INVERT ELEY VARIES) : L_ l; tl, L. ;1 1 1 ct:t. ti. 1111 �Llla 1111 w SCALE : 1' = 1'-0r' 8 SMILE : 1' a 1'-d' 12"MIN. PLACE PIPE O . OF TRENCH i rrx. DEPTH DRAINAGE AGGREGATE LEVEUNG COURSE 4" PP SUBDRAINUNE LATERALS PUCE PIPE • c. OF TRENCH al ' .1hi 31L IMF 12 18"MAX. TURF FINISH GRADE SUBGRADE 4" MIN. DRAINAGE AGGREGATE 0 HIGH END OF LATERALS TURF FINISH GRADE SUBGRADE DRAINAGE AGGREGATE PP LATERAL DRAJNUNE (1W) 2" MIN. IN. DEPTH DRAINAGE AGGREGATE LEVELING COURSE DRO�IP� ) (3" ) 2"M IN.. DEPTH DRAINAGE AGGREGATE LEVEUNG COURSE TRENCH SUBGRADE HDP SUBDRAINUNE COLLECTOR P'REL.IMIIARY IND SET "um h gramme Al wrlw %mimeo) _11 . L s a.. 11E • I, r► r I. BRUCE ilk DEES& saw ASSOCIATES err..... ,[,a.,..,.,. • �..�. Ow Awry • AMr..r.rr r«rru. J.M. * i s i r s bow a[rr pM1M-Mw l i lEssayons 71.17 r tif.lY K.1 . / ?. tal.laA •• �f: . ' .... ,. a) 7:14 0.-31 $.4 ,,40:5 emi O '� GS 0 Ctrga4 e .4 0) J I W aid .xe 10701 N I 1 1 z J FF= 1 6.50 (SEE ARCH 1 1 1 1 1 1 D 1 1 �i r IL P; ••■ J UH #1O4 " (48 o TYPE 2) R1M=16.4O' i ; N=9•72 E =99 S�962r A .04+72.82 CONN. lEilt 12 PIPE CROSSING SEE NOTE) 80 Fri • ,_ 1 L _ 1 Y? SDR9 HD -38LT.1 G G Fe u P 4 I �. E ' 4 ._r .010 11111140100111Poimusgemp, .• "RI . , . .. _..�•• . .1.►, -�•n 1 �. p y MATCHUNE - GRID 3 - SEE SHEET C5.3 i • I • :I: . ti • • • • • • • • I 0 r QUI .x) _ . 1S-11;14 ■' N 1 . • f • ... ,� N d or - • '. ' 1 64' M —� T 11 0 m C7 Cf) 0 0 z z z 0 I 0 0 rn ■ 1 5u' 1 r PROPOSED UTILITIES LEGEND: Q SANITARY SEWED MANHOLE * C> SANITARY SEWER DROP CONNECTION * o SANITARY' SEWER CLEANOUT * SDR35 PVC SEWER GRAVITY UNE * N N ; ' GATE VALVE (GV) * 2` WATER METER * GROUND HYDRANT (LOCATE IN PAVING) * ' DUCTILE IRON WATER UNE * _ — SDR9 (HDP) WATER UNE* PROPOSED UTILITIES DETAILS: * SEE CITY OF TUKWILA STANDARD DETAILS IN THE SPECIFICATIONS. NOTES 1. CONTRACTOR SHALL VERIFY EXISTING UflUlY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424 -5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBUC RIGHT –OF –WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTILITIES WITHIN THE PROJECT SITE. 2. ADJUST EXISTING UTILITY APPURTENANCES WITHIN PROJECT UMITS TO NEW FINISH GRADE (TYPICAL). 3. PROVIDE BLOCKING AT ALL BENDS, TEES, CROSSES AND END CAPS PER CITY OF TUKWILA STANDARD DETAILS. EXISTING FEATURES LEGEND FOR EXISTING SITE FEATURES LEGEND SEE EXIST1NG SITE TOPOGRAPHY PLAN SHEETS. ABBREVIATIONS: CB CATCH BASIN CO CLEANOUT COP COPPER D.I. DUCTILE IRON FL FLANGE FM FORCE MAIN GV GATE VALVE LE INVERT ELEVATION L, F. UNEAR FEET MH MANHOLE MJ*, MECHANICAL JOINT PVC, POLYVINYL CHLORIDE 1 GATE VALVE & SIDEWALK --TYPE FIRE * CONNECTION STANDPIPE ASSEMBLY ■ l 20 40 00 SOLE: 1%40' PERMIT IRE SUBMITTAL .•..r» w.t - ••■• Nun l r... - ,a. %pro w...wr • • • 0 BRUCE DEES& ASSOCIATES .•., •.ai um. .min VpAt_1JL&;o 3,1 t: . +:1• V Essayons a z O W um r, H E o Pao 1, 4 a)a o a m rn A � Ca 00 � Fag 6:1 IF" 0 F 0 JOB 1 0701 SCALE: 1' =20 • MATCHLINE - GRID 1 - SEE SHEET C5.1 Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington UTILITIES PLAN - GRID 2 REVISIONS Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington UTILITIES PLAN - GRID 3 REVISIONS CONNECT DUSTING 31 PVC IRRIGATION MAIN TO THE SOUTH WI THE DUSTING 2W0 IRRIGATION MAIN TO THE NORTH. PROVIDE 3 'COTE VANE CAT' l • ABANDON RECIAMED WA 3 = = I THE EAST DUSTING gAC WATER WIN PER CITY OF TIA(WIA STD_ OETA_ W5-6 (SEE SPECS BEGIN STA 00+00.00 PROTECT EXISTING F1RE HIT/RANT AND STREET UGHT TO EXISTING g'M WATER VAIN (NOTE: CONTRACTOR MUST BE CERTFED FOR ;TUC PPE TO INSTALL NEW 4 : E CE CONNECTION) COORDINATE INSTALLATION OF NEW MANHOLE AND CONNECTION OF NEW SANITARY SERVICE UNE W � FIELD OPERATIONS SO AS TO MINIMIZE - INTERRUPTION OF SERVICE TO \SOFTBALL FIELD PROPOSED UTILITIES LEGEND: © SANITARY SEWER MANHOLE * 0 SANITARY SEWER CLEANOUT * SDR35 PVC SEWER GRAVITY UNE * N 4 GATE VALVE & SIDEWALK -TYPE FIRE* CONNECTION STANDPIPE ASSEMBLY GATE VALVE (GV) * ® 2' WATER METER* DUCTILE IRON WATER UNE * - - --- -- SDR9 (HDP) WATER UNE* PROPOSED UTILITIES DETAILS: * SEE CITY OF TUKW1LA STANDARD DETAILS IN THE SPECIFICATIONS. NOTES 1. CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424 -5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT-OF-WAY. RETAIN A PRNATE LOCATOR SERVICE TO LOCATE UTILTTIES WITHIN THE PROJECT SITE. 2. ADJUST EXISTING UTILITY APPURTENANCES WITHIN PROJECT LIMITS TO NEW FINISH GRADE (TYPICAL). 3. PROVIDE BLOCKING AT ALL BENDS, TEES, CROSSES AND END CAPS PER CITY OF TUKWILA STANDARD DETAILS. EXISTING FEATURES LEGEND FOR EXISTING SITE FEATURES LEGEND SEE EXISTING SITE TOPOGRAPHY PLAN SHEETS. ABBREVIATIONS: PVC CATCH BASIN CLEANOUT COPPER DUCTILE IRON FLANGE FORCE MAIN GATE VALVE INVERT ELEVATION UNEAR FEET MANHOLE MECHANICAL JOINT POLYVINYL CHLORIDE SCALE 1 "-20 r PERMIT BRUCE dik, DEES &• Arm ASSOCIATES Lowsscame SCALE: 1.20. — CONNECT NEW TD,I. TO WAT—ER MAIN. --- PER CITY OF TUKWILA STD EXISTING 8' DI WATER LINE DETAIL WS-6 (SEE SPECS) BEGIN STA 00+00.00 I Y4 BLND STA 004.3 C —"EXISTING SSMH RIM=23.26 STA 00+00_00 3V f— rr4 z:Ei7 T V —SSMH #101 (48' 0 TYPE 2) Rir4=L: L .2 EX. 1E N=12.34 1E SE=12.24 ... - PIPE CROSSING— FG=16.43 STORM IE=10.51 SEVER IE=11.91 RIPE: DERT14- STA 00+84.42 PIPE CLEARANCE=0.73 SANITARY SEWER PROFILE - STA 00+00 TO 05+46.30 2" SDR9 --(HDP-).- -TAP —FOR BUILDING SERVICE METER ',I/ BLOCKING.. -4 G.V. FLxMi — STA 03+30.29 S (48'0 TYPE 2) IE N=10.26 IE 14=10.26 IE S=10.16 STA 04+04.22 - r•• cc!, n r-t.# i L_ 4..) !VW L_ BLEICKINP G.V. STA 04+22.04 _S (48'0 TYPE 2) RIM=16.40 IE N=9.72 IE V=9.72 IE S7=9.62 STA 04+72.82 BI LICKING, —STA 04+-8--5.04 — 2' :E • = STA 05+33.42 7 " . DOMESTIC - WATER METER • I • I. 1 Meat BRUCE 111, DEES& anr ASSOCIATES if 4. .111 L. Ili IL Uwe, • Se Essayons ,likd urs.u.lr. c Pt 1 Li 5 for,' 1 :10 4, • 4L X, • . •• •••• 11111111111111111111111111111111 Co z 0 w z 0 (.1) > Lai Joa 10701 scou : NOTED • I PLANTING LEGEND 1 k BURLINGTON NORTFERN IP.CORPORTED (NORTHERN PACIFIC RAIILWAY) RIGHT -OF -WAY 1 _ (FORMERLY CHICAGO, V.ILWAUKI�' AND ST. PAUL RAILWAY 96MPANY) , _ BURLINGTON NORTHERN INCORPORTED (NORTI1LfN 1ACIi-1C I MGM' -OF -W, LOW 1 H I I tl PI' ".41 4t L1041(41(1 t 1- locv\I141 fl4 � •4S�lit1 \$Uor 4! 911 • • S 4 r 44140 ftIR l \uh)! 1? i (Ng I■t3►tnrl i► ?P, ,htr ii' f.1 It r 'r) ;'n() t i A War ,' I 1 r . r r .... ........... v - - -- -y , /r ■ Of r I I I I I I 1 I I I X3.1 ! Hiin3 1VDl.LW3n i • 1' r. .1 o •'f . 1 S 1 r r MATCHLINE - GRID 1 - SEE SHEET L2.1 o es, , , �9 fl� •; r a e S.1 Ai aqxr . " . s r i • i I I I I I At I Q in u Cl) Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 2 REVISIONS DATE BY 0 STATE O WASHINGTON REGIST DSc: ITECT ALVIN B. BEL S C !Air ICAll No. 105 DATE: 06.12.03 DWN: JDY CHK: JDY APP: ABD DATE: 06.12.03 BRUC DEES&. ASSOCIATES landscape Arch,t.•ciure • I.'bor" Des gr, S •1t Plonn.ng • itecreal ■oe tocdd.e I4s.gr u[ t IR► Si.. Na 70.. la..., II. ' 1 ;35141 7 71. 040 o O o_ p 4)0 I PLANTING LEGEND 1 fnroROSEEaac ... . .M.. ..M Ism Sind i kes manna 1 ----M t e yo E> ON + WM Mond i if [ Par Mourn 'llensbnee Amino. Ms* Freeburg Wilds Orson bah 1 Nook) lbw and flew* Oadd Sword Finn Medi Orange 1s —ir ; e' 1)4 2 Callon 1f' -21' 3 Colon r 1V -1r 2 Cabo 151 -1V 12 Coke 3f' ht r1s _1v 2 Winn C 3• Col. 4' I s °t. I o.c. 1 4' GA. 1 ki shown As 1 As elmen • • S 4 r 44140 ftIR l \uh)! 1? i (Ng I■t3►tnrl i► ?P, ,htr ii' f.1 It r 'r) ;'n() t i A War ,' I 1 r . r r .... ........... v - - -- -y , /r ■ Of r I I I I I I 1 I I I X3.1 ! Hiin3 1VDl.LW3n i • 1' r. .1 o •'f . 1 S 1 r r MATCHLINE - GRID 1 - SEE SHEET L2.1 o es, , , �9 fl� •; r a e S.1 Ai aqxr . " . s r i • i I I I I I At I Q in u Cl) Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 2 REVISIONS DATE BY 0 STATE O WASHINGTON REGIST DSc: ITECT ALVIN B. BEL S C !Air ICAll No. 105 DATE: 06.12.03 DWN: JDY CHK: JDY APP: ABD DATE: 06.12.03 BRUC DEES&. ASSOCIATES landscape Arch,t.•ciure • I.'bor" Des gr, S •1t Plonn.ng • itecreal ■oe tocdd.e I4s.gr u[ t IR► Si.. Na 70.. la..., II. ' 1 ;35141 7 71. a i Er a i i • • 4 b;r4t r l in n lf7F,'+itM(t", tl) `I "J1 - i10136 fJL I\Oh) I 1 .' 1 'l+ttt Ninf f rtl If rho x,' ! f t.t tt, M)f1 I Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 3 STATE OF WASHINGTON REGISTERED IDSCAPLARCH!1f CI Td1'IIJ B I)FES C f k!II IC:AIE No. :09 DATE: 06.1 2.03 DWN: JDY CHK: JDY APP: A8D DATE: O6.12.03 BRUCE DEES& ASSOCIATES tondaeope A tu • Urt:a' Des Ste PIanruns • R•creot,an f acd.t,rs Pes.Qn 217 t 1iM 3: 4 M. au:, ;:.,3‘27 1' �+�O000 O a i Er a i i • • 4 b;r4t r l in n lf7F,'+itM(t", tl) `I "J1 - i10136 fJL I\Oh) I 1 .' 1 'l+ttt Ninf f rtl If rho x,' ! f t.t tt, M)f1 I Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 3 STATE OF WASHINGTON REGISTERED IDSCAPLARCH!1f CI Td1'IIJ B I)FES C f k!II IC:AIE No. :09 DATE: 06.1 2.03 DWN: JDY CHK: JDY APP: A8D DATE: O6.12.03 BRUCE DEES& ASSOCIATES tondaeope A tu • Urt:a' Des Ste PIanruns • R•creot,an f acd.t,rs Pes.Qn 217 t 1iM 3: 4 M. au:, ;:.,3‘27 1' 11 I S 4 • 4itthi 4 ii1. a \rot l4:w; 167')i- " 1 \01Hft Nt l \o /01-1 4 9wq i'ii tt:A it Thtt httl 1: 14 15 Al ; ni Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 4 REVISIONS cnY couuElir RESPONSE Ios.zar I jr DATE BY STATE OF WASHINGTON REGIST EKG iDSCAP 11ECT N VItt B DEE S C No :o5 DATE: 06.12.03 DWN: JDY CHK: JDY APP: ABD DATE: 06.12.03 BRUC DEES& ASSOCIATES landscape Aichiteeture • urt.r' Site Pialnw,g • Rec±eot ca; k•y 7:1 4 ?I k Ib ?a taw( ONO, oaoo�o o 11 I S 4 • 4itthi 4 ii1. a \rot l4:w; 167')i- " 1 \01Hft Nt l \o /01-1 4 9wq i'ii tt:A it Thtt httl 1: 14 15 Al ; ni Starfire Sports Soccer Complex at Fort Dent Park Tukwila, Washington PLANTING PLAN - GRID 4 REVISIONS cnY couuElir RESPONSE Ios.zar I jr DATE BY STATE OF WASHINGTON REGIST EKG iDSCAP 11ECT N VItt B DEE S C No :o5 DATE: 06.12.03 DWN: JDY CHK: JDY APP: ABD DATE: 06.12.03 BRUC DEES& ASSOCIATES landscape Aichiteeture • urt.r' Site Pialnw,g • Rec±eot ca; k•y 7:1 4 ?I k Ib ?a taw( ONO, MI=M•S 4.110 41■••• 11•11111=11111 SNIP 411•11•111. 1 Tr i a ' .-iP! ENVIRONMENT ONE MODEL 2010 -61 •471 tSDR9aDPL30L.F. I • • • • • SCALE: 1N=20* • • 0 20 40 60 R CONNEGTIQM .. • • • • • • • • • • • • • • • • 411 r (XPIRES: 12/03/2004 � . .si• ` • �•/ • .•7y�•f w�� - -- • - • . . • • • MHAM .. ... • • �•"�' f+1 R+ • • i nk. w••� ;•'-' • •••11.• • •••" .. . • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • •• • . • t; .• : 4 • • • f • • • ,� • M • • • • GAs BRUC DEES& ASSOCIATES • stescaps • ►« mow • ••••. • ••••• •• • ••• Man • • - • - - • • - • • • • • • • • • • • • • . • • • • • • • • • • • ..' . •••••?", . — + - • - r - -, r . r^r ..""Ir r � ::-r : . -•�-7 s _^r . -1.^`,7 :. _ : - ÷ - : 4 ; -.'-: '- -1. � ....,' "'-. . ••••••••••••••.� • ................ ... • ... • • • • • • • 11 • i • • • • ; • • • • • • • • • • • • • • • • • • • • • • • j . • 1.1 1► • • • •• • $ . : • • • • • • • • • • " • • • • • • •- •.- r.. -- -- - - • • • • •9 :4 • - • • . ....1....,.....:„.... . �� • • • • _ • - • .......• . t • -.-_ • . _. • _ - • • • • v • • • • • • .. • • Starfire Soccer Complex Tukwila, WA • r 1 • .••• • • •••• • • • • r ,. • ••••. •• • • • • • • • • • • • • • • • • • • • • • • ••• • . • •• •• ••••. •• • ... • • • I • • • • • MEM 11011101 • .w. DRAWING No /sue: 1 /C5.1 DRAWING TITLE: Grandstand Water & Sewer Additions (Permit 003 -093) • • • • • • • • • • • • • CITY OF ruKwiuA BUILDING DIVISION • 0 3 omit Revision: 1 OM DATE: 0926.03 2" F. Y2 Final acceptance is sub t to d the Public Works utilities inspector. Date: 7/23/ •N By 0 20 40 60 SCALE: 1"=20' BRUCE ak DEES& -111EIN ASSOCIATES Landoespie Antessters • Mon Ovegt Ilb Plemag • flosiallhal burp - anase.a.saftwilem Starfire Soccer Complex Tukwila, WA DRAWING TITLE: Permit D03-093 Utility Revisions Permit Revision: 05 4 5: 10.17.03 1iiiiiiiifIllull 64< '. BENCH 4-16 , x .16.62 4143 13.57 .013 LCA.44. 4 DvtLi,JG F I tc t q c - nvvey i-FG =16.62 1% FG FL GRD HDP HP IE IN LF. LP PROPOSED DRAINAGE LEGEND NOTES N DRAIN INLET W /SQUARE GRATE PROPOSED CONTOUR UNES IXISTING CONTOUR UNES PROPOSED SPOT ELEVATION SLOPE DIRECTION at STEEPNESS GRADE BREAK UNE UNITS OF GRADING UNE EARTHWORK CUT St FILL QUANTITIES CUT VOLUME: FILL VOLUME ABBREVIATIONS BRK BREAK CB CATCH BASIN CPP CORRUGATED PERFORATED PIPE E EAST EX. EXISTING FT FINISH FLOOR ELEV. FINISH GRADE ELEV. FLOW UNE ELEV. GRADE HIGH DENSITY PLASTIC HIGH POINT INVERT ELEV. INLET LINEAR FEET LOW POINT VERTICAL CONTROL EXISTING FEATURES LEGEND These piss have heel reviewed by the Public Worts Depart for conformance with eurreut City standards. Acceptance is subject to errors and nausas which do not authorize violations of adopted std wads or ordinmoe$. The responsibility for the aragasey of the design rats totally with the designer. Minims. debr or whims s to these *swifts rid this dme will .aid this aeaptaeee sod will require a r -'b.ictal of revised drawings ier saiaegawt sppm&L FILE COPY 1. CONTRACTOR SHALL VERIFY EXISTING UTILITY LOCATIONS PRIOR TO CONSTRUCTION. CONTACT 'CALL BEFORE YOU DIG' AT (800)424 -5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBLIC RIGHT -OF -WAY. RETAIN A PRIVATE LOCATOR SERVICE TO LOCATE UTILRIES WITHIN THE PROJECT SITE. 2. ADJUST EXISTING UTILITY APPURTENANCES WITHIN PROJECT IJMITS TO NEW FINISH GRADE (TYPICAL). GRADE THE SITE TO THE NEW FINISH GRADE CONTOURS SHOWN. 0 CY 1785 CY PLACE HYDROSEED WITH TACIFIER IMMEDIATELY UPON COMPLETION OF FILL PLACEMENT AND COMPACTION. NORTH NORTHEAST NORTHWEST OUTLET PERFORATED PIPE RIM ELEV. SOUTH SOUTHEAST SUBGRADE SLOPE SOUTHWEST TOP OF CURB TOP OF PAVING TOP OF WALL TYPICAL WEST FOR EXISTING SITE FEATURES LEGEND SEE EXISTING SITE TOPOGRAPHY PLAN SHEETS. NATIONAL GEODETIC VERTICAL DATUM OF 1929 - NGVD29 NOTE: -. SEP - 9 2063 T CENIE KEY PLAN • r • a le • BRUCE ilk DEES& ASSOCIATES i f ssayons , 6.40164061.0I 101. ,.,..... ow z Y O A cn z 0 U) W ac E O� � $N4 a C td O �W 4 1 O 0' (1) 1'4 .- . w 14 ad U1 a •d JOB: 10701 SCALE: 1 " =20' MATCHLINE -GRID 2 - SEE SHEET 12.2 1. ALL PLANTS SHALL BE NURSERY GROWN AND SIMILAR IN SIZE AND FORM. 2. ALL SHRUB AND GROUNDCOVER AREAS SHALL RECEIVE 2" DEPTH MULCH. 3. ALL TREES IN HYDROSEED AREAS SHALL RECEIVE MULCH RINGS PER DETAILS. aISION NO,.1. 3• 0q3 RE3UBMITTAL V • . • • "1. i • 08: 10701 SCALE: 1 " =20' L2.3 Sheet of .-- 0 W N W V) ‘1.• I I I Zss4, /e o e, p 4f 4 2.48• - , �F 6, � /se �\ � 5� I . 6~ C,I, . ? 22 \\ I 23 ' C �� \,s A [y � ,V / ? � 681 C ? \\\ l y � ? 2 3 v • y4 ,, t \\ 4 V--4& -- i �..\ \ - / `,. 3 * 56 . \ 23.83 \• / • 5F ∎ • Z"'33 \\' ■ \ ?VP ,4' � I -; 1• ,- 15.E ' OM MN • PROTECT EXISTING TREES TO REMAIN (TYPICAL) r ) r I 1 s .i Tr% 1 .._..- .,.187 \` 2' r � I '\ .\ ■ \ ■ l �` 1 . 2 0.31 ; 15.11 � \ ��.93 \ t8 � ;� 49 - -. I \ \� . \ \.y � • CNC N -� egt P i - -_ r 17.1 - 157 a % 1 1 • • 1 A 1 1 1 1 1•• , • \ .,...% • i;,+ 7 , 16. 1 • 1 16.01 • \".. \ ....... •,, ! .• • . • • 6.12 1 i i -. . 5 2O 5.6 •ig•- -fit" - j • S ill 1 l•• 1 1 \, i �• . % 1 €.15 19. E 1 15. • y _ 1 • 11 . .. TO BE REMOVED - SEE GRADING - 11 DRAINAGE PLAN - GRID '3', 11 (SHEET C3.3) FOR NEW WORK 13. / ! 19 . 7c1 199 / 19. • 2 J 21 g4 „s.__.�.4g•. • • 4 V' \\ \\ 23 �■ � �L \• ▪ \ • 4 *4i ,p 'VI 7 �F -.),.t--_, so4, F, Q ` I ,��%.,.. , r - ; / 1 v B apeeiS O/ O,- IP Co ti 98 C l cl O' F • *0 14)00 19.31 -- I , ) ' 4 B < F PROTECT EXISTING 1 • %L ,STORM SEWER UFT STATION - 4)-4,44A ,,) f AND PIPE SECTIONS j0 p _. ►1 i c REMAIN, PLUG & CAP UNE J?' FS ' O,y F , o 0 15.1 16.E • 14.15 • SEE ELEC. FOR l e ve, • • • 16.1 4.04 13.8`! i / 033 DEMOLITION OF 4 cB ELECTRICAL (TYP) 7 '�'O7 REMOVE EXISTING WATER LINES AND APPURTENANCES AS REQUIRED FOR NEW CONSTRUCTION 6 .65 13j9 Jo 10 15. •��.32 15 16.62' 17.31 . , .- • . • -, 5 5 4 SJ ▪ • R• A V.'E L -•AT• N ■ . 14. 12'W L •• 9. 92 -"' .: F 2 \� 2 14 CATCH BASIN SEDIMENT BARRIER (TYPICAL REMOVE,EXISTING CATCH BASIN AS REQUIRED FOR NEW CONST. -.OR FILL WITH CONCRETE AND ABANDON IN PLACE (TYPICAL) REMOVE FRAME AND GRATE /LID ./1 � �.. � -\ 9• s' 9.9)" ?.. >) f e !86 C,I, , ' 93 ' C ik115 S`) 0 1 572 11.11 • g.1 � ; 43 . 16.81 REMOVE EXISTING STORM ONES AS REQUIRED FOR NEW CONST. PLUG ENDS OF ALL ABANDONED ONES WITH CONCRETE (TYPICAL) 7 \_ • - --- • ` •1 169 - • DIRT PfLES 11: .64 45/494, SILTATION FENCE RELOCA1 L DIST. CONC. S .. -- - BENCH, SEE LAYOUT & MATERIALS PLAN - GRID '3', � a (SHEET C1.3) FOR NEW I LOCATION 19-0 • Ct . 14.0 I it 11.53 a i D2t (TYPICAL) N FENCE •‘��`: .., .\44 '• • • Al .63 .4e 1 PROTECT EXISTING TREES TO REMAIN (TYPICAL) •12 Z Ale 400 \ ; ` CONSTRUCTION N. ti 2 2 . 16 22.2 47 1 759 24.44 4 `itz 0 4, 4 /4, s , 0 379 4 % 04, _ \\ \ \ � _. • • -13.2 .x• 108 y `,, , • _ REMOVE EXISTING f4ECLAIMED 2145 WATER VAULT(S) THIS AREA 23.11 ts� OCATION APPROXIMATE 8',AINLINK FEN E t� • ww, x �•www�i� MATCHUNE = GRID 1 - SEE SHEET D1.1 16 13. 16�7 t 11.94 �� < ee oj 4f oe. 06. 42 . :._ _-�- -- i '14 r la . 160 O rre aCP lal,t5t1 ..0 ass ,\. • SILTATION FENCE - aszumaema.'W r ! jiowia ) tt _Arr----PROTECT EXISTING CHAIN UNK FENCE TO REMAIN (TYPICAL) PROTECT EXISTING RECLAIMED WATER VALVES TO REMAIN, CAP UNE DOWNSTREAM - OF VALVE AND REMOVE UNE AS REQUIRED FOR NEW CONST., REMOVE DIST. CONC. SLAB & SIGN IM PROTECT EXISTING TREES TO REMAIN PROTECT EXISTING CHAIN UNK FENCE TO REMAIN (TYPICAL) t g o ltr sr alb 0111111/11111•Mmim Mo 50' EMO IT N AN RING Imm• moor Awn. TEMPORARY EROSION CONTROL SILTATION FENCE GENERAL NOTES: STOCKPILE NOTE: 0 20 PROJECT UMIT UNE (UMETS OF NEW CONSTRUCTION) TEMPORARY CONSTRUCTION/ TREE PROTECTION FENCE TEMPORARY CATCH BASIN/ MANHOLE SEDIMENT BARRIER 40 SCALE: 1 CLEAR dt GRUB PROPOSED NEW CONSTRUCTION AREA: REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY EXISTING ITF_MS NOTED TO REMAIN. ERADICATE THE EXISTING VEGETATION IN PROPOSED NEW CONSTRUCTION AREA WITH A NON -SELECTNE GLYPHOSPHATE (ROUNDUP): REMOVE ANY EXISTING TREES OR OTHER ITEMS EXCEPT AS NOTED ON PLAN. PROTECT ANY EXISTING ITEMS NOTED TO REMAIN. DEMOUSH AND REMOVE EXISTING CONCRETE (4"±). . -.; REMOVE AND STOCKPILE DUSTING GRAVEL AS ' - DIRECTED FOR RE-USE ON-SITE OR OFFSITE DISPOSAL. 1. CONTRACTOR SHALL VERIFY DUSTING UTIUTY LOCATIONS PRIOR TO DEMOLMON AND CLEARING. CONTACT 'CALL BEFORE YOU DIG' AT (800) 424-5555 FOR FIELD LOCATION ASSISTANCE WITHIN PUBUC RIGHT-OF-WA' . RETAJN A PRIVATE LOCATOR SERVICE TO LOCATE UTUTIES WITHIN THE PROJECT SITE. 2. SEE SHEET D2.1 FOR TEMPORARY EROSION AND SEDIMENT CONTPOL NOTES, AND EROSION CONTROL SEEDING NOTES. 3. REMOVE EXISTING STORM UNES AS REQUIRED FOR NEW CONSTRUCTION. PLUG ENDS OF ALL ABANDONED UNES WITH CONCRETE (TYPICAL). 4. REMOVE DOSTING CATCH BASINS/IAANHOLES AS REC;;ITIED FOR NEW CONSTRUCTION OR FILL WITH CONCRETE MD ABANDON IN PLACE (TYPICAL). REMOVE ALL FRAMES AND GRATES/UDS. 5. REMOVE DUSTING WATER UNES AND APPURTENANCES AS REQUIRED FOR NEW CONSTWCTION. ..CLEARING AND GRUBBING NCTES: 1. CLEM AND GRUB TO UNITS AS SHOWN DN PLAN. STRIP FOUR (4") INCHES AND DISPOSE OFT-SITE. 2. REMOVE ALL VEGETATION AND TREES WITHIN CLEARING UNITS EXCEPT TREES INDICATED AS TO REMAIN AND VEGETATION TO BE ERADICATED IN PLACE. PROTECT DUSTING TREES TO REMAIN WITH TEMPORARY CONSTRUCTION FENCING. 3. ALL TREES TO REMAIN SHALL BE LIMBED UP TO A HEIGHT OF 6 FEET ABOVE FINISH GRADE (SEE SPECS). STOCKPILE LOCATIONS SHALL BE VERIFIED WITH LANDSCAPE ARCHITECT. CONTRACTOR SHALL PROVIDE FILTER FABRIC FENCE AROUND THE STOCKPILE PERIMETER TO PREVENT SEDIMENT FROM LEAVING THE SITE. CONTRACTOR SHALL PROVIDE COVERING OF STOCKPILE AS REQUIRED TO PREVENT RILL. AND GULLY EROSION. CONSTRUCTION SEQUENCE: 1. ARRANGE FOR AND ATTEND PRE-CONSTRUCTION CONFERENCE. 2. FLAG AREAS TO BE CLEARED. PRIOR TO ANY CLEARING, THE CLEARING LIMITS MUST BE INSPECTED BY REPRESENTATIVES FROM THE cnY OF TUKWIL.A, AND THE LANDSCAPE ARCHITECT. 3. INSTALL STABILIZED CONSTRUCTION ENTRANCE PAD, SILTATION raiCES, AND CONSTRUCTION/TREE PROTECTION FENCES WHERE INDICATED ON PLAN. 5. ROUGH GRADE SITE. CONTINUE MONITORING AND MAINTENANCE OF TEMPORARY EROSION/SEDIMENTATION CONTROL ACTNMES AS WORK PROGRESSES. PROVIDE TEMPORARY EROSION CONTROL MULCH, ETC., FOR ALL AREAS OF SITE LEFT UNWORKED FOR FIFTEEN (15) DAYS OR MORE. REMOVE AND DISPOSE OF PRIOR TO RECOMMENCING WORK. 6. CONSTRUCT AND INSTALL STORM WATER CONVEYANCE SYSTEM. PROVIDE INTERIM SEDIMENTATION CONTROL FOR STORM SYSTEM (CATCH aAsiN INLET PROTECTION) AT THE TIME OF INSTALLATION. 7. INSTALL REMAINING UTIUTIES ON/TO THE SITE AND BUILDING AS CONSTRUCTION PROGRAM PROCEEDS. (NOTE: SANITARY SEWER MAY 3E CONSTRUCTED PRIOR TO STORM SYSTEM). 8. FINISH GRADE AND CONSTRUCT PLAYFIELD AREAS, PARKING AREAS, AND 9. COMPLETE SITE STABIUZATION IN ACCORDANCE WITH THE LANDSCAPE PLANS. 10. CLEAN STORM WATER CONVEYANCE SYSTEM (ON-SITE AND DOWNSTREAM) OF ALL SEDIMENT AND DEBRIS TO THE SATISFACTION OF CITY OF TUKWILA. ENSURE OPERATION OF THE SYSTEM. 11. REMOVE TEMPORARY EROSION/SEDIMENTATION CONTROL FACIUT1ES WHEN SITE IS COMPLETELY STABIUZED. CORRECTION REVISION N0i, KEY PLAN MAR 1 1 2004 6° M3-093 PERMIT RESUBM1TTAL • • BRUCE glik DEES& MR ASSOCIATES 7!=itet5 ar NO OW MO 2110. 404%7 3 >- 0 3 (1 Z Lai OC 4. Pi ICO "±" >- cr cc 44 3 4-: 1122 LI co -11; ovate to I cv 44.4 02 co 1 ES C4 LU 0 ( 4. ) 0 CC JOB: 10701 File: D03 -0093 Drawing #1 -9 I 1.111111 II�IIIII III III III III III III 6I Inch 1/16 is 3 4I I 1 5I I I I WESTCOTT ° Since 1872 96 VII EI. Z6 14 06 6 8 L 9 9 ti E Z 6 W0 II I�Illllll lllllllllll ( IIIIIIII I STARFIRE SOCCER COMPLEX AT FORT DENT PARK TUKWILA, WASHINGTON PERMANENT TOP DOWN SOIL NAIL SHORING WALL SHEET NO. N1.00 N2.00 N3.00 N3.01 N4.00 N5.00 N6.00 N7.00 N7.01 SHEET TITLE COVER SHEET DETAILS AND ABBREVIATIONS SHEET PLAN VIEW SPLAYED NAIL LAYOUT WALL ELEVATIONS WALL SECTIONS & DETAILS CONSTRUCTION SEQUENCE SPECIFICATIONS SPECIFICATIONS REV. 0 DESIGN CADD CHECK REVIEW RDL IN(iIALS MAM N1.00 10 PROJECT No. 033 -1552 FILE No. 0331442000N100R0 DATE 6/20/03 MAM • RDL 6/20/03 6/20/03 6/20/03 KULCHIN FOUNDATION DRILLING STARFIRE STADIUM ENHANCEMENT I III I I III III I ICI II III I III II 1•II I 1 III III II.I I I III III III I I ) 1 1 III I 1/16 1 �' � I � �I I �' � I � 3 1 � 1 � � � � � � i l k 4I III III 5I 6I Inch WESTCOTT 9L t I £6 Z11. 1.11. 0l � 6 9 L 9 9 £ Z . w� II I II IIIIIIIIIIIliiiiIIIIIIIIIIIIIIIliiiiIII tiliiiillllllllllll illluuIIIiii111111 III1IIIIIIIII1IIIIIIIII1IIIIIIIIIIIIIIIIIII1IIIIIIIII1IIIII SOIL UNIT MOIST UNIT WEIGHT (PCF) FRICTION ANGLE (DEG) COHESION (PSF) DESIGN (ALLOWABLE) NAIL PULLOUT RESISTANCE (KIP/FT) FILL 125 31 0 2.0 (DIA) (IN) #4 IDIDIDmIS) V VVVV 20 GENERAL NOTES: GENERAL: THE CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE CONSTRUCTION PROCESS AND THE SAFETY OF THE WORKERS. THIS INCLUDES BUT IS NOT LIMITED TO, THE CONSTRUCTION SEQUENCE, TEMPORARY HANDRAILS, EXCAVATION ACCESS, AND BARRIERS. IT ALSO LIFTING OF MATERIALS INTO AND OUT OF THE EXCAVATION, TEMPORARY BRACING OF SINGLE -SIDED FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY CUT SLOPES. THE SOIL NAIL WALL IS A SYSTEM OF SHORING DESIGNED TO SUPPORT THE VERTICAL EXCAVATION SIDEWALLS ONCE THE COMPONENTS OF THE NAILS AND FACING SYSTEM ARE COMPLETELY INSTALLED FOR ALL LIFTS UP TO AND INCLUDING THE THE CURRENT EXCAVATION LIFT. THE STABILITY OF INTERIM TEMPORARY VERTICAL CUTS OF 4 TO 6 FEET THAT EXIST PRIOR TO INSTALLATION OF THE SHOTCRETE WALL FACING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL PROVIDE PROTECTION OF PEDESTRIANS AND VEHICULAR TRAFFIC WHEN CONSTRUCITON ACTIVITIES REQUIRE SUCH. BUILDING CODES, DESIGN MANUALS AND SPECIFICATIONS: 1997 UNIFORM BUILDING CODE 1996 FHWA MANUAL FOR DESIGNA ND CONSTRUCTION OF SOIL NAIL WALLS DESIGN LIVE LOADS: CONSTRUCTION SURCHARGE = 250 PSF SUBSURFACE DESIGN: ALL SUBSURFACE SOIL AND WATER PARAMETERS USED IN THE DESIGN WERE BASED ON THE SUBSURFACE CHARACTERIZATION PRESENTED IN THE REPORT BY BERQUIST ENGINEERING SERVICES, INC. TITLED "GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION - PROPOSED GRANDSTAND RENOVATION - SOUTHEAST SIDE OF FORT DENT PARK - TUKWILA, WASHINGTON," DATED FEBRUARY 19, 2003. THE FOLLOWING SOIL PROPERTIES WERE USED IN THE DESIGN OF THE SOIL NAILED SHORING SYSTEM. GROUNDWATER CONDITIONS: FOR THE PURPOSES OF DESIGN OF THE TEMPORARY SHORING, THE GROUNDWATER TABLE HAS BEEN ASSUMED TO BE BENEATH THE BASE OF THE EXCAVATION. EXISTING UNDERGROUND OBSTRUCTIONS AND UTILITIES: THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING DIMENSIONS AND SITE CONDITIONS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND THOSE UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ALL ABANDONED UTILITIES, OR OTHER UNDERGROUND OBSTRUCTIONS THAT INTERFER WITH THE NEW CONSTRUCTION. JOB SITE SAFETY: INSOFAR AS THE JOB SITE SAFETY IS CONCERNED, GOLDER IS RESPONSIBLE FOR THE HEALTH AND SAFETY OF ITS EMPLOYEES AND SUBCONTRACTORS. NOTHING HEREIN SHALL BE CONSTRUED TO RELIEVE CLIENT OR ANY OTHER CONSULTANTS OR CONTRACTORS FROM THEIR RESPONSIBILITIES FOR MAINTAINING A SAFE JOB SITE. GOLDER SHALL NOT ADVISE ON, ISSUE DIRECTIONS REGARDING, OR ASSUME CONTROL OVER SAFETY CONDITIONS AND PROGRAMS FOR OTHERS AT THE JOB SITE. NEITHER THE PROFESSIONAL ACTIVITIES OF GOLDER, NOR THE PRESENCE OF GOLDER OR ITS EMPLOYEES AND SUBCONTRACTORS, SHALL BE CONSTRUED TO IMPLY THAT GOLDER CONTROLS THE OPERATIONS OF OTHERS OR HAS ANY RESPONSIBILITY FOR JOB SITE SAFETY. GENERAL NOTES ( CONT'D): PERMANENT SHOTCRETE: ALL PERMANENT SHOTCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4000 PSI, AND A MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 2000 PSI. SEE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. TYPE I PORTLAND CEMENT CONFORMING TO ASTM C150 / AASHTO M85 SHALL BE USED FOR SHOTCRETE. SUBMIT MIX DESIGNS IN ACCORDANCE WITH THE SPECIFICATIONS. PERMANENT SHOTCRETE FINISHES: ALL PERMANENT SHOTCRETE SHALL BE FLOAT FINISH. NAIL BAR STEEL: ALL NAIL BARS SHALL BE EPDXY COATED AND CONFORM TO EITHER ASTM A615 / AASHTO M31, GRADE 60/75 OR ASTM A722 / AASHTO M275, GRADE 150, OR APPROVED EQUIVALENT AS INDICATED ON THE PLANS. REINFORCING STEEL: ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 / AASHTO M31, GRADE 60 FOR DEFORMED BARS, AND ASTM A185 /AASHTO M55 FOR WELDED WIRE FABRIC (WWF). SUBMIT REINFORCING STEEL SHOP DRAWINGS TO ENGINEER IN ACCORDANCE WITH THE SPECIFICATIONS. ALL DEFORMED BAR LAPS SHALL BE CLASS B, IN ACCORDANCE WITH THE 1997 UNIFORM BUILDING CODE OR AS SUMMARIZED IN THE FOLLOWING TABLE: WELDED WIRE FABRIC: WELDED WIRE FABRIC (WWF) LAPS SHALL BE 12 INCHES. SEE PLANS FOR SPECIFIC STRUCTURAL DETAILS. SUBMIT ALL SHOP DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS. STRUCTURAL STEEL: ALL STRUCTURAL STEEL SHAPES AND PLATES SHOWN SHALL CONFORM TO ASTM A709 / AASHTO M270, GRADE 36, UNLESS SHOWN OTHERWISE ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B, UNLESS OTHERWISE SHOWN ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. MINIMUM WELD SIZE 1/4 INCH CONTINOUS FILLET. MINIMUM WELD LENGTH 2 INCHES. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED PER AWS STANDARD SPECIFICATIONS. USE E70XX ELECTRODES UNLESS OTHERWISE APPROVED BY THE ENGINEER. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 / AASHTO M164. TYPICAL BOLTED CONNECTION SHALL BE 3/4 -INCH DIAMETER A325 CLASS A SLIP - CRITICAL. TENSION HIGH STRENGTH BOLTS BY DIRECT - TENSION INDICATOR METHOD USING LOAD INDICATOR WASHERS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. HEADED STUDS AND ANCHOR BOLTS: ALL HEADED STUDS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNO. HEADED STUDS SHALL BE "NELSON STUDS" BY NELSON DIVISION OF TRW, INC. OR AN APPROVED EQUIVALENT, AUTOMATICALLY END WELDED. GENERAL NOTES (CONT'D): SPECIAL INSPECTION AND TESTING: IN ACCORDANCE WITH THE 1997 UBC, SECTIONS 1701.1, 1701.2, 1701.3, 1701.4 AND 1701.5, SPECIAL INSPECTION SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: SOIL NAIL INSTALLATION AND TESTING SHOTCRETE WORK (SHOTCRETE AND REBAR PLACEMENT) ALL SHOTCRETE, SOIL NAIL GROUT, AND SOIL NAIL DESIGN ADHESIONS SHALL BE TESTED IN ACCORDANCE WITH THE SPECIFICATIONS. GRAPHIC LEGEND: DETAIL MARK: SECTION MARKS: VIEW MARK: NUMBER SHEET NUMBER SHEET NUMBER SHEET NUMBER -___� SHEET -� OR TITLE 1/8" = 1' -0" ABBREVIATIONS: AB ADDL ADJ AFF APPROX ARCH ARCHT BB BC BL BLDG BM BOT BP BRG BRKT BS BSMT BVL BW C CIP CJ CLR CL CMU COL CONC CONN CONST CONT CONS) D DETL DIA DIM DIST DL DN DP DWG DWL E EA EF EJ ELEC ELEV, EL EQ EQUIP EW EXIST EXP EXT FD FDN FF FIN FS FTG FAB GA GALV GB HDPE HORZ HP HT HS ID INT JT JST K KO LB,# LD LDG LH LL LLH LLV LONG LP LW LWC MATL MAX MECH MEP MEZZ MFR MID ANCHOR BOLT ADDITIONAL ADJACENT ABOVE FINISH FLOOR APPROXIMATELY) ARCHITECTURAL ARCHITECT BACK TO BACK BOTTOM CORD BASE LINE BUILDING BEAM BOTTOM BASE PLAT BEARING BRACKET BOTH SIDES BASEMENT BEVELED BOTH WAYS COMPRESSION CAST -IN -PLACE CONSTRUCTION JOINT CENTERLINE CLEAR OR CLEARANCE CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTINUED DEPTH DETAIL DIAMETER DIAGONAL DISTRIBUTION DEAD LOAD DOWN DAMP PROOFING DRAWING(S) DOWEL EAST EACH EACH FACE EXPANSION JOINT ELECTRICAL ELEVATION EQUAL EQUIPMENT EACH WAY EXISTING EXPANSION EXTERIOR FLOOR PLAN FOUNDATION FINISH FLOOR FINISH(ED) FAR SIDE FOOTING FABRICATION GAGE OR GAUGE GALVANIZED GRADE BEAM HIGH - DENSITY POLYETHYLENE HORIZONTAL HIGH POINT HEIGHT HEADED STUD INSIDE DIAMETER INTERIOR JOINT JOIST KIPS KNOCKOUT POUND DEVELOPMENT LENGTH LANDING LEFT HAND LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LONGITUDINAL LOW POINT LONG WAY LIGHTWEIGHT CONCRETE MATERIAL MAXIMUM MECHANICAL M EC HAN I CAL, EL ECTR I CAL, PLUMBING MEZZANINE MANUFACTURE(R) MIDDLE S SC SCH SECT SHOT SIM SJ SL SPA SPEC SPL SQ SS STD STIFF STIR STL STRUCT STRL SW SYM T T/ T/CON T/FD T/FTG T /SLAB T&B TEMP • THRD THK TOS TOW TRD TRNV TS TYP UNO VERT W W/ W/O WP WT WWF MIN MISC MS MT MTL N/A NF NIC NO NOM NS NTS OA OC OD OF OPNG OPP OPP HND OPT PC PE PERM PERP PL PLUMB PREFAB PRELIM PRMLD PROJ PT PVC PVMT R RAD RD RE: REINF REM REQD REV RH RJ RND RO RW MINIMUM MISCELLANEOUS MIDDLE STRIP STRUCTURAL TEE CUT FROM A MISCELLANEOUS STEEL SECTION METAL NOT APPLICABLE NEAR FACE NOT IN CONTRACT NUMBER NOMINAL NEAR SIDE NOT TO SCALE OVERALL ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPENING(S) OPPOSITE OPPOSITE HAND OPTIONAL PRECAST CONCRETE POLYETHYLENE PERMANENT PERPENDICULAR PLATE PLUMBING PREFABRICATED PRELIMINARY PREMOLDED PROJECTION POINT POLYVINYL CHLORIDE PAVEMENT RIGHT, RISER RADIUS ROOF DRAIN REFER REINFORCING ( -ED, -MENT) REMAINDER REQUIRED REVISION RIGHT HAND RUSTICATION JOINT ROUND ROUGH OPENING RETAINING WALL SOUTH SHEAR CONNECTORS SCHEDULE(D) SECTION SHOTCRETE SIMILAR SAW JOINT SLOPE SPACE SPECIFICATION(S) SPECIAL SQUARE STAINLESS STEEL STANDARD STIFFENER STIRRUP STEEL STRUCTURE STRUCTURAL SHEAR WALL SYMMETRICAL TOP, TENSION TOP OF TOP OF CONCRETE TOP OF FLOOR DRAIN TOP OF FOOTING TOP OF SLAB TOP AND BOTTOM TEMPERATURE TEMPORARY THREADED THICKNESS TOP OF STEEL, TOP OF SHOTCRETE TOP OF WALL TREAD(S) TRANSVERSE STRUCTURAL TUBING TYPICAL UNLESS NOTED OTHERWISE VERTICAL WEST, WIDTH, WIDE FLANGE WITH WITHOUT WORK POINT, WATER PROOFING WEIGHT, STRUCTURAL TEE CUT FROM WIDE FLANGE BEAM WELDED WIRE FABRIC N2.00 Z C) Y O wa W Z UU a rt < " J o F-- u. OD I-- PROJECT No. FILE No. REVD INITIALS DATE CADD MAM 6/20/03 DESIGN MAM 6/20/03 CHECK ROL 6/20/03 REVIEW ROL 6/20/03 8 0 a rc I1I1 1I1 1I1 1I1 1I 1I) 1I1 1I1 1I1 1II'� 111 1I1 1I1 )l / /16 1I� 11 l 3 �) l 1 �l l 1 1 1 i! d l � 4 I 1 �� 1 6 �� 1I� 1I� 5I I Inch 96 11. EL Z6 H. 06 6 8 L 9 9 b E Z ). wO iiiiliiiiiiiliii111111111111iiiilii ii1iiiiliii111111111111iiiiliiiifiiiiliii111111111111iiiili CLASS B CLASS B BAR SIZE SPLICE SPLICE LENGTH LENGTH (DIA) (IN) #4 IDIDIDmIS) V VVVV 20 # 25 #6 30 #7 35 #8 40 GENERAL NOTES: GENERAL: THE CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE CONSTRUCTION PROCESS AND THE SAFETY OF THE WORKERS. THIS INCLUDES BUT IS NOT LIMITED TO, THE CONSTRUCTION SEQUENCE, TEMPORARY HANDRAILS, EXCAVATION ACCESS, AND BARRIERS. IT ALSO LIFTING OF MATERIALS INTO AND OUT OF THE EXCAVATION, TEMPORARY BRACING OF SINGLE -SIDED FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY CUT SLOPES. THE SOIL NAIL WALL IS A SYSTEM OF SHORING DESIGNED TO SUPPORT THE VERTICAL EXCAVATION SIDEWALLS ONCE THE COMPONENTS OF THE NAILS AND FACING SYSTEM ARE COMPLETELY INSTALLED FOR ALL LIFTS UP TO AND INCLUDING THE THE CURRENT EXCAVATION LIFT. THE STABILITY OF INTERIM TEMPORARY VERTICAL CUTS OF 4 TO 6 FEET THAT EXIST PRIOR TO INSTALLATION OF THE SHOTCRETE WALL FACING IS THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL PROVIDE PROTECTION OF PEDESTRIANS AND VEHICULAR TRAFFIC WHEN CONSTRUCITON ACTIVITIES REQUIRE SUCH. BUILDING CODES, DESIGN MANUALS AND SPECIFICATIONS: 1997 UNIFORM BUILDING CODE 1996 FHWA MANUAL FOR DESIGNA ND CONSTRUCTION OF SOIL NAIL WALLS DESIGN LIVE LOADS: CONSTRUCTION SURCHARGE = 250 PSF SUBSURFACE DESIGN: ALL SUBSURFACE SOIL AND WATER PARAMETERS USED IN THE DESIGN WERE BASED ON THE SUBSURFACE CHARACTERIZATION PRESENTED IN THE REPORT BY BERQUIST ENGINEERING SERVICES, INC. TITLED "GEOTECHNICAL EXPLORATION AND ENGINEERING EVALUATION - PROPOSED GRANDSTAND RENOVATION - SOUTHEAST SIDE OF FORT DENT PARK - TUKWILA, WASHINGTON," DATED FEBRUARY 19, 2003. THE FOLLOWING SOIL PROPERTIES WERE USED IN THE DESIGN OF THE SOIL NAILED SHORING SYSTEM. GROUNDWATER CONDITIONS: FOR THE PURPOSES OF DESIGN OF THE TEMPORARY SHORING, THE GROUNDWATER TABLE HAS BEEN ASSUMED TO BE BENEATH THE BASE OF THE EXCAVATION. EXISTING UNDERGROUND OBSTRUCTIONS AND UTILITIES: THE CONTRACTOR MUST FIELD VERIFY ALL EXISTING DIMENSIONS AND SITE CONDITIONS. THE CONTRACTOR IS RESPONSIBLE FOR DETERMINING ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND THOSE UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR REMOVAL OF ALL ABANDONED UTILITIES, OR OTHER UNDERGROUND OBSTRUCTIONS THAT INTERFER WITH THE NEW CONSTRUCTION. JOB SITE SAFETY: INSOFAR AS THE JOB SITE SAFETY IS CONCERNED, GOLDER IS RESPONSIBLE FOR THE HEALTH AND SAFETY OF ITS EMPLOYEES AND SUBCONTRACTORS. NOTHING HEREIN SHALL BE CONSTRUED TO RELIEVE CLIENT OR ANY OTHER CONSULTANTS OR CONTRACTORS FROM THEIR RESPONSIBILITIES FOR MAINTAINING A SAFE JOB SITE. GOLDER SHALL NOT ADVISE ON, ISSUE DIRECTIONS REGARDING, OR ASSUME CONTROL OVER SAFETY CONDITIONS AND PROGRAMS FOR OTHERS AT THE JOB SITE. NEITHER THE PROFESSIONAL ACTIVITIES OF GOLDER, NOR THE PRESENCE OF GOLDER OR ITS EMPLOYEES AND SUBCONTRACTORS, SHALL BE CONSTRUED TO IMPLY THAT GOLDER CONTROLS THE OPERATIONS OF OTHERS OR HAS ANY RESPONSIBILITY FOR JOB SITE SAFETY. GENERAL NOTES ( CONT'D): PERMANENT SHOTCRETE: ALL PERMANENT SHOTCRETE SHALL HAVE A MINIMUM 28 -DAY COMPRESSIVE STRENGTH OF 4000 PSI, AND A MINIMUM 3-DAY COMPRESSIVE STRENGTH OF 2000 PSI. SEE SPECIFICATIONS FOR SPECIFIC REQUIREMENTS. TYPE I PORTLAND CEMENT CONFORMING TO ASTM C150 / AASHTO M85 SHALL BE USED FOR SHOTCRETE. SUBMIT MIX DESIGNS IN ACCORDANCE WITH THE SPECIFICATIONS. PERMANENT SHOTCRETE FINISHES: ALL PERMANENT SHOTCRETE SHALL BE FLOAT FINISH. NAIL BAR STEEL: ALL NAIL BARS SHALL BE EPDXY COATED AND CONFORM TO EITHER ASTM A615 / AASHTO M31, GRADE 60/75 OR ASTM A722 / AASHTO M275, GRADE 150, OR APPROVED EQUIVALENT AS INDICATED ON THE PLANS. REINFORCING STEEL: ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 / AASHTO M31, GRADE 60 FOR DEFORMED BARS, AND ASTM A185 /AASHTO M55 FOR WELDED WIRE FABRIC (WWF). SUBMIT REINFORCING STEEL SHOP DRAWINGS TO ENGINEER IN ACCORDANCE WITH THE SPECIFICATIONS. ALL DEFORMED BAR LAPS SHALL BE CLASS B, IN ACCORDANCE WITH THE 1997 UNIFORM BUILDING CODE OR AS SUMMARIZED IN THE FOLLOWING TABLE: WELDED WIRE FABRIC: WELDED WIRE FABRIC (WWF) LAPS SHALL BE 12 INCHES. SEE PLANS FOR SPECIFIC STRUCTURAL DETAILS. SUBMIT ALL SHOP DRAWINGS IN ACCORDANCE WITH THE SPECIFICATIONS. STRUCTURAL STEEL: ALL STRUCTURAL STEEL SHAPES AND PLATES SHOWN SHALL CONFORM TO ASTM A709 / AASHTO M270, GRADE 36, UNLESS SHOWN OTHERWISE ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. ALL STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B, UNLESS OTHERWISE SHOWN ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. MINIMUM WELD SIZE 1/4 INCH CONTINOUS FILLET. MINIMUM WELD LENGTH 2 INCHES. ALL WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED PER AWS STANDARD SPECIFICATIONS. USE E70XX ELECTRODES UNLESS OTHERWISE APPROVED BY THE ENGINEER. HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325 / AASHTO M164. TYPICAL BOLTED CONNECTION SHALL BE 3/4 -INCH DIAMETER A325 CLASS A SLIP - CRITICAL. TENSION HIGH STRENGTH BOLTS BY DIRECT - TENSION INDICATOR METHOD USING LOAD INDICATOR WASHERS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. HEADED STUDS AND ANCHOR BOLTS: ALL HEADED STUDS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNO. HEADED STUDS SHALL BE "NELSON STUDS" BY NELSON DIVISION OF TRW, INC. OR AN APPROVED EQUIVALENT, AUTOMATICALLY END WELDED. GENERAL NOTES (CONT'D): SPECIAL INSPECTION AND TESTING: IN ACCORDANCE WITH THE 1997 UBC, SECTIONS 1701.1, 1701.2, 1701.3, 1701.4 AND 1701.5, SPECIAL INSPECTION SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: SOIL NAIL INSTALLATION AND TESTING SHOTCRETE WORK (SHOTCRETE AND REBAR PLACEMENT) ALL SHOTCRETE, SOIL NAIL GROUT, AND SOIL NAIL DESIGN ADHESIONS SHALL BE TESTED IN ACCORDANCE WITH THE SPECIFICATIONS. GRAPHIC LEGEND: DETAIL MARK: SECTION MARKS: VIEW MARK: NUMBER SHEET NUMBER SHEET NUMBER SHEET NUMBER -___� SHEET -� OR TITLE 1/8" = 1' -0" ABBREVIATIONS: AB ADDL ADJ AFF APPROX ARCH ARCHT BB BC BL BLDG BM BOT BP BRG BRKT BS BSMT BVL BW C CIP CJ CLR CL CMU COL CONC CONN CONST CONT CONS) D DETL DIA DIM DIST DL DN DP DWG DWL E EA EF EJ ELEC ELEV, EL EQ EQUIP EW EXIST EXP EXT FD FDN FF FIN FS FTG FAB GA GALV GB HDPE HORZ HP HT HS ID INT JT JST K KO LB,# LD LDG LH LL LLH LLV LONG LP LW LWC MATL MAX MECH MEP MEZZ MFR MID ANCHOR BOLT ADDITIONAL ADJACENT ABOVE FINISH FLOOR APPROXIMATELY) ARCHITECTURAL ARCHITECT BACK TO BACK BOTTOM CORD BASE LINE BUILDING BEAM BOTTOM BASE PLAT BEARING BRACKET BOTH SIDES BASEMENT BEVELED BOTH WAYS COMPRESSION CAST -IN -PLACE CONSTRUCTION JOINT CENTERLINE CLEAR OR CLEARANCE CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS CONTINUED DEPTH DETAIL DIAMETER DIAGONAL DISTRIBUTION DEAD LOAD DOWN DAMP PROOFING DRAWING(S) DOWEL EAST EACH EACH FACE EXPANSION JOINT ELECTRICAL ELEVATION EQUAL EQUIPMENT EACH WAY EXISTING EXPANSION EXTERIOR FLOOR PLAN FOUNDATION FINISH FLOOR FINISH(ED) FAR SIDE FOOTING FABRICATION GAGE OR GAUGE GALVANIZED GRADE BEAM HIGH - DENSITY POLYETHYLENE HORIZONTAL HIGH POINT HEIGHT HEADED STUD INSIDE DIAMETER INTERIOR JOINT JOIST KIPS KNOCKOUT POUND DEVELOPMENT LENGTH LANDING LEFT HAND LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LONGITUDINAL LOW POINT LONG WAY LIGHTWEIGHT CONCRETE MATERIAL MAXIMUM MECHANICAL M EC HAN I CAL, EL ECTR I CAL, PLUMBING MEZZANINE MANUFACTURE(R) MIDDLE S SC SCH SECT SHOT SIM SJ SL SPA SPEC SPL SQ SS STD STIFF STIR STL STRUCT STRL SW SYM T T/ T/CON T/FD T/FTG T /SLAB T&B TEMP • THRD THK TOS TOW TRD TRNV TS TYP UNO VERT W W/ W/O WP WT WWF MIN MISC MS MT MTL N/A NF NIC NO NOM NS NTS OA OC OD OF OPNG OPP OPP HND OPT PC PE PERM PERP PL PLUMB PREFAB PRELIM PRMLD PROJ PT PVC PVMT R RAD RD RE: REINF REM REQD REV RH RJ RND RO RW MINIMUM MISCELLANEOUS MIDDLE STRIP STRUCTURAL TEE CUT FROM A MISCELLANEOUS STEEL SECTION METAL NOT APPLICABLE NEAR FACE NOT IN CONTRACT NUMBER NOMINAL NEAR SIDE NOT TO SCALE OVERALL ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPENING(S) OPPOSITE OPPOSITE HAND OPTIONAL PRECAST CONCRETE POLYETHYLENE PERMANENT PERPENDICULAR PLATE PLUMBING PREFABRICATED PRELIMINARY PREMOLDED PROJECTION POINT POLYVINYL CHLORIDE PAVEMENT RIGHT, RISER RADIUS ROOF DRAIN REFER REINFORCING ( -ED, -MENT) REMAINDER REQUIRED REVISION RIGHT HAND RUSTICATION JOINT ROUND ROUGH OPENING RETAINING WALL SOUTH SHEAR CONNECTORS SCHEDULE(D) SECTION SHOTCRETE SIMILAR SAW JOINT SLOPE SPACE SPECIFICATION(S) SPECIAL SQUARE STAINLESS STEEL STANDARD STIFFENER STIRRUP STEEL STRUCTURE STRUCTURAL SHEAR WALL SYMMETRICAL TOP, TENSION TOP OF TOP OF CONCRETE TOP OF FLOOR DRAIN TOP OF FOOTING TOP OF SLAB TOP AND BOTTOM TEMPERATURE TEMPORARY THREADED THICKNESS TOP OF STEEL, TOP OF SHOTCRETE TOP OF WALL TREAD(S) TRANSVERSE STRUCTURAL TUBING TYPICAL UNLESS NOTED OTHERWISE VERTICAL WEST, WIDTH, WIDE FLANGE WITH WITHOUT WORK POINT, WATER PROOFING WEIGHT, STRUCTURAL TEE CUT FROM WIDE FLANGE BEAM WELDED WIRE FABRIC N2.00 Z C) Y O wa W Z UU a rt < " J o F-- u. OD I-- PROJECT No. FILE No. REVD INITIALS DATE CADD MAM 6/20/03 DESIGN MAM 6/20/03 CHECK ROL 6/20/03 REVIEW ROL 6/20/03 8 0 a rc I1I1 1I1 1I1 1I1 1I 1I) 1I1 1I1 1I1 1II'� 111 1I1 1I1 )l / /16 1I� 11 l 3 �) l 1 �l l 1 1 1 i! d l � 4 I 1 �� 1 6 �� 1I� 1I� 5I I Inch 96 11. EL Z6 H. 06 6 8 L 9 9 b E Z ). wO iiiiliiiiiiiliii111111111111iiiilii ii1iiiiliii111111111111iiiiliiiifiiiiliii111111111111iiiili NOTES: A C- 1. TOP AND BOTTOM OF SOIL NAIL WALL ELEVATIONS TO BE FIELD VERIFIED BASED ON EXISTING GRANDSTAND DIMENSIONS. 2. FIELD LOCATE EXISTING UNDERGROUND POWER LINE. POWER LINE TO BE RELOCATED TO REMOVE POTENTIAL CONFLICTS WITH SOIL NAILS. 1111111111 I I 111 III III I I I ( III III III I 1 I1I III I,II 1 I III III II1t I I III III III I I III 111 Inch 1/16 �I �) I I I I 3I I I I I 4I 5I 6) -WESTCOTT" Since1872'" 9 1. E l• Z I• 1 6 6 b £ I• W D II IIIIIIIII IIIIIliiiiIIIIIIIIIIIIIIIIIIlI iiiillll10 r1111Iiiiil6 111111iii 8 iill�lllll llllllllll illl�llll II I 9 II�IIiIIIIII�IIIIIIIII�lllilZ llll�lllllllll�lllll REFERENCE: 0 20 FEET 40 NOTE: UNDERGROUND UnunES ARE SHOW IN THE APPROXIMATE LOCA77ON. WERE IS NO GUARANTEE ?NAT ALL UTILITY ONES ARE S7IONN, OR THAT 1HE LOCARON, SIZE, AND MATERIAL IS ACCURATE THE CONTRACTOR SHALL UNCOWR ALL INDICA7ED PIPING WHERE CROSSING IN7ERFERENCES OR CONNECTIONS OCCUR PRIOR 70 TRENCHING OR EXCAVA770N FOR ANY PIPE OR STRUCTURES, TO DETERMINE ACTUAL LOCATIONS; SIZE AND MATERIAL. THE CON7RACTOR SHALL MAKE THE APPROPRIATE PRONSION FOR PROTEC770N OF SAID FACIU77ES THE CONTRACTOR SHALL NOTIFY ONE CALL AT 1- 800 -424 -5555 AND ARRANGE FOR f7ELD LOCATION OF E?OS77NC FAcIU71ES BEFORE CONSTRUCTION. BASE MAP FROM BRUCE DEES & ASSOCIATES, SUBMITTED TO GOLDER 6/11/03. GRANDSTAND FOUNDATION DETAILS PER NWE ENGINEERS SUBMITTED TO GOLDER 7/13/03. z cn LIJ J Z a. W a. PROJECT No. 033 -1552 6/20/03 6/20/03 6/20/03 N3.00 ��o sR w V/A0‘ s, "r.6 . V % Y y s/ •a gos y 4) , '14)0,0 -r4>. � 11111111 * \IMPAIMMIA �zt 9 sQ OP' aQ \". Rl NOTE: SOIL NAILS MAY BE MOVED 2' (HORIZ.) TO AVOID CONFLICT S WITH AUGERCAST PILES. MAINTAIN MAXIMUM HOIRZ. SPACING OF 8' (MAX.) Y4 0 N 20 FEET 40 1■11 MOD NOTE: UNDERGROUND UnunES ARE SHOWN IN 7HE APPRO»MA7E LOCA770N. THERE IS NO GUARANTEE THAT ALL UTILITY ONES ARE SHOW, OR THAT THE LOCATION, SIZE; AND MATERIAL IS ACCURATE. 77-IE CON7RACTOIR SHALL UNCOWR ALL INDICATED PIPING WERE CROSSING INTERFERE INTERFERE-IKEA OR CONN£C7IONS OCCUR PRIOR 70 7R£NCNING OR EXCAVAI7ON FOR ANY PIPE OR STRUCTURE$ TO DE7ERMINE ACTUAL LOCATIONS SIZE; AND MATERUL 7HE CON7RACTOW SHALL MAKE THE APPROPRIA7E PROWSIcW FOR PRO7ECfl0N OF SAID FAcIUI7ES THE CONTRACTOR SHALL NOTIFY ONE CALL AT 1 -800- 424-5555 AND ARRANGE FOR WELD LOCA770N OF EIOS77NC FACIU71ES BEFORE CONSTRUCTION. REFERENCE: BASE MAP FROM BRUCE DEES & ASSOCIATES, SUBMITTED TO GOLDER 6/11/03. GRANDSTAND FOUNDATION DETAILS PER NWE ENGINEERS SUBMITTED TO GOLDER 7/13/03. REVD INITIALS CADD MAM DESIGN MWM N3.01 z 2 O Y a cn W Z W Q rC <W0 I- 6/20/03 8/ 20/03 Z J J 0 J Z t— Jll rt w w 3aQ Z J .J 2 cn w a PROJECT No. 033 -1552 FIE No. 0331552000N100R0 DATE 8/20/03 8/20/03 CHECK • RDL REVIEW RDL 1111111111111111r I I I I1I I1I I1I I I I1I I1I I.�I I I 11,11( 114 1 I1I Ili I I I i I I1I I I1I I1I I I C I I Ili I I1I I I I I I 2I I .I ' I I 3) Inch 1/16 I 5I 61 r VEST COTT Since 1872'" 9 I. VI E 6 ZI OP. 6 8 L 9 9 ti E II IIJIIIIIIIIIIIIIIIIIIIIIIIIIII H. IIIIIIIIIIIIII iiiiluii iiiilliit iitl IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIII WEST WALL SOIL NAIL SCHEDULE ROW L BAR GRADE a N (7 7 24 #10 75 15 24 #8 75 15 20 #8 75 15 15 #8 75 15 19...99.e 35 30 25 20 15 10 282.19 44.9 (23.3) (23.0) (18.0) (15.0) 18' 838'0AUGER CAST PILES (BY OTHERS) SEE NOTE 1 SPLAYED NAILS - SEE SHEET N3.01 0 10 20 FEET NOTES: 50.0 (28.0) (25.5) (23.0) (20.5) (18,0) [15.01 EAST WALL (RETURN) ELEVATION 3.0 3.0 1B' & 38' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE 1 ( (32.5) (30,5) (28.0) (25.6) (23.0) (20.5) (18.0) (15.0) 1f- 1. NAILS MAY BE SHIFTED MAXIMUM OF 2 FEET TO AVOID CONFLICTS WITH AUGER CAST PILE FOUNDATIONS. MAINTAIN 8' MAX HORIZONTAL CLEARANCE BETWEEN ADJACENT SOIL NAILS. 2. STRUT NAILS: 10' LONG #8 BAR INSTALLED AT A DECLINATION OF 45 °. INSTALL STRUT NAILS 18" BELOW ROW 1 SOIL NAILS. 2. SEE DETL 4/N5.00 FOR DRAINAGE BEHIND PERMANENT WALL. N SEE NOTE 2 5 SPLAYED NAILS - SEE SHEET N3.01 R• 6 ) 0.• sl 8 0 10 20 FEET 0 1 1B' & 36' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE I NORTH WALL ELEVATION NORTH WALL ELEVATION 0 10 20 FEET 228.37 (25.5) (23.0) (20.5) (18.0) [15.01 3,0 134.5) I ( 0. (32.5) !{r • (30.5) (28.0) (25.6) (23.0) (20.5) (18.0) 115.0) WALL KEY PLAN: WEST (RETURN) WALL NORTH WALL EAST RETURN WALL 0 0 4.9 (I. (IM o') 8 ) 38' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE 1 0. s) 0. s1 SPLAYED NAILS - SEE LEGEND 0 14.9 (379) (378) [381' -0"J (L =30') (L4 (< + 01 CAST PILES (BY OTHERS) SEE NOTE 1 1.5' 25.0 V (1. 18' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE 1 34.51 M1: 32.6) ( T ) R +e9 47 (L + (Its) 0. 1 4•�s1 o + ▪ 0.• SHEET N3.01 WES f WALL (RETURN) ELEVATION 0 10 20 FEET 8.0) = NAIL ROW = NAIL DECLINED AT 15' = STRUT NAIL = NAIL ROW ELEVATION = SHOTCRETE JOINT ELEVATION = GRADE ELEVATION = LENGTH OF SPLAYED NAIL 6.5) + + (23.0) (20.5) + + (18.0) [15.0J - 45 - 40 - 35 30 25 20 0 D ROW = NAIL ROW NUMBER L = DRILLED NAIL LENGTH (FEET) BAR = NAIL BAR SIZE GRADE = NAIL BAR STEEL GRADE a = NAIL DECLINATION (DEGREES) UNLESS SHOWN OTHERWISE ON PLANS (20') = DECLINATION ANGLE OF SPECIFIC NAIL AO = ALLOWABLE DESIGN NAIL PULLOUT RESISTANCE (K/FT) 0 J_ < V) ZZ OO u , > W W W Z • a w � a PROJECT No. 033 -1552 FILE No. 0331552000N100R0 REVD DESIGN CADD CHECK INITIALS MAM MAM RDL' REVIEW . RDL N4.00 0 a < DATE 8/20/03 6/20/03 6/20/03 8/20/03 _..1110. 45 40 26.0 18' 0 AUGER CAST PILES 1.9 14.5' 4.0' 38' 0 AUGER CAST PILES 19.1r 18' & 36' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE 1 STRUT NAIL (TYP) 60.0 18' 838' 0 AUGER CAST PILES (BY OTHERS) SEE NOTE 1 (III I I III II i.1l L1i II III Ili III III IIIII 1 /16 11 III ICI 1I 3 1I � ill Ili I L l III I I I i I�`I 1 1 1 4 �I I I I I I III III � 1 �� I IC 6 I 5I I Inch AV STCO1 T" 96 t I £6 Z6 66 06 6 8 L 9 9 j7 £ Z I• W� II II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIillllllllllllllllllllllll II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIillllll 19'9, 38* 0 AUGER 282.19 44.0 MATCHLINE MATCHLINE 45 40 35 30 25 20 15 10 8' CONCRETE RETAINING WALL TOP OF WALL ® EL 34.5 ROW 1 SOIL NAIL (EL 325) — SHOTCRETE LIFT JOINT (EL 30.5) — ROW 2 SOIL NM. (EL 28.0) — SHOTCRETE LIFT JOINT (EL 25.6) — ROW 3 SOIL NAIL (EL 23.0) — SHOTCRETE LIFT JOINT (EL 20.6) — ROW 4 SOIL NAIL (EL 18.0) — BOT. FOOTING EL 15.0' ( + / -) 12" (TYP) VERTICAL GEOCOMPOSITE DRAINAGE BOARD STRIP (TYP) STRIP WIDTH =16" (MIN) OVERLAP LENGTH =16" (MIN) (SEE SPECIFICATIONS FOR REQUIREMENTS) NOTE: TAPE GEOGRID EDGES ISM" WIDTH IS CUT FROM A LARGER WIDTH ROLL. HORIZONTAL GEOCOMPOSITE DRAIN BOARD AT BASE OF WALL ""' AUGER OAST C ;ILEA TYPICAL CROSS - SECTION NORTH WAI I 0 GEOTEXTI SEAL CUT -IN JOINT WITH DUCT TAPE 10 20 FEET FIELD VERIFY DEPTH TO CONSTRUCTION) .. GUARDRAIL EXISTING CONCRETE ONANOMAND SOIL NAIL (TYP) /TOP SHOTCRETE WALL 1:.xi9TING GuAROR t...7 . GEYOND P+ RF R+4 f LIFT JO NT (TYP) SEE DETL 2/116.00 H I H 8' HORZ SPACING (TYP) PERMANENT WALL DRAINAGE DETAIL PVC CONNECTOR PIPE PREFABRICATED DRAIN GRATE NOTES- 1. DRAIN INSTALLATION SHALL NOT DISRUPT GEOTEXTILE. 2. FOR DRAINAGE SCHEDULE A: ATTACH PVC CONNECTOR PIPE TO GEOCOMPOSITE DRAIN STRIP AND TAPE IN PLACE. 3. FOR DRAINAGE SCHEDULE B: ATTACH PVC CONNECTOR PIPE TO GEOCOMPOSITE DRAIN WITH PREFABRICATED DRAIN GRATE. `+ DRAIN CONNECTION DETAIL = ISOMETRIC VIEW NOT TO SCALE NOT TO SCALE SHOTCRETE LIFT (5' TYP) GEOCOMPOSITE DRAIN STRIP DRAIN GRATE (SEE DETL. 4/N5.00) 5/8" DIA. HEADED STUDS, 3" (NOM) LENGTH 5 N5.00 1 -1/2" (TYP.) HEADED STUD AND PLATE DETAIL NOT TO SCALE MAIN MESH REINFORCEMENT WWF4 "X4 "- W4.0XW4.0 (CENTER IN SHOTCRETE WALL) HEADED STUD PL 3/4" x 8" x B" (OVERSIZED CENTER HOLE = BAR DIA + 1/4 ") (SEE DETL. 5/N5.00) SOIL NAIL HEX NUT TO MATCH NAIL BAR (2) #4 CONTINUOUS WALER BARS VERTICALLY SPACED 8" OC AND CENTERED BENEATH PLATE (2) #4 (4' LONG) VERTICAL BEARING BARS HORZ SPACED 8" OC CENTERED BENEATH PLATE STRUT NAIL: 10' LONG, #8 BAR, (451 NOTE: PLACE WWF, VERT BEARING BARS, AND HORZ WALER BARS IN CENTER OF WALL. OVERSIZE HOLE 8" THK PERMANENT SHOTCRETE FACE • PERMANENT SHOTCRETE FACING AND TEMPORARY NAIL DETAIL ii4 BARS ® 12* 0.C. (HORIZONTAL) PROVIDE 2 0 WEEP HOLES AT 4' ABOVE FINAL GRADE GEOCOMPOSITE DRAINAGE BOARD BIRD'S BEAK FILLED WITH SHOTCRETE SOIL NAIL BAR L = SOIL NAIL LENGTH NOT TO SCALE 8" THK PERMANENT SHOTCRETE WALL CONTRACTOR TO SUBMIT METHOD FOR CONNECTING PVC WEEP PIPES INTO VERTICAL GEOCOMPOSITE DRAINAGE BOARD TO ENGINEER FOR APPROVAL PRIOR TO CONSTRUCTION #4 L -BARS @ 12" O.C. (PROVIDE 20" DEVELOPMENT LENGTH INTO SHOTCRETE WALL FACE) CENTRALIZERS (SPACED 7' OC) TERMINATE ALL PERM BEHIND WALL GEOCOMPOSITE DRAIN BOARD AT THE BOTTOM OF FOOTING ELEVATION; PROVIDE PVC WEEP PIPE STUB OUT. PERMANENT WALL DRAINAGE & FOOTING REINFORCING DETAIL NOT TO SCALE z 2 0 CD g wa Z W co Z W Q �ap O co u. I— PROJECT No. 033 -1552 FILE No. 0331552000N100R0 REVD INf11ALS DATE DESIGN MAM 8/20/03 CADD MAM 8/20/03 CHECK RDL 8/20/03 REVIEW 8/20/03 N5.00 c7 a III I I III III 1 I I III I I I I III IIttI,, L III I I III III 3I I I 1,Il I .I, I I I LII III IH I I I III IHI 5I III I I ICI III I I ) 11 1 Inch I . I I 4 6 1WESvICOTT . Slna >s72 911. t'6 Z1. H l 6 8 L 9 9 b £ Z I. wo II VII. E IIII�IIII I IIII�IIII I 0 IIII�IIIIIIIII�IIII I I �IIII 1 (MAX.) INSTALL NAIL THROUGH NATIVE/SOFT BERM DEPENDING ON APPROVED METHOD FOR EXCAVATION OF DRILL BERM AND BEND (STEP 2) LOCATE END OF NAIL PROPERLY WITH RESPECT TO NEAT LINE AND CENTER NAIL IN HOLE/GROUT MASS EXCAVATION FOR SUBSEQUENT LIFT MAY OCCUR DAY AFTER COMPLETION OF SHOTCRETING PREVIOUS LIFT UNLESS APPROVED OTHERWISE 5' (MIN) BACKFILL LAP TRENCH NATIVE--/ NOTE: AT DISTANCES FROM THE WALL FACE GREATER THAN THE CURRENT WALL HEIGHT, MASS EXCAVATION MAY OCCUR AT ANY TIME, BUT WITH SLOPES NO STEEPER THAN 1H: 1V UNLESS APPROVED OTHERWISE. STEP 1 MASS EXCAVATION FOR SUBSEQUENT LIFT STEP 3 DRILL & GROUT NAILS I EAT LINE GROUT TO NEAT LINE UNLESS TEST NAIL) NOT TO SCALE NOT TO SCALE EXCAVATOR TAKE CARE NOT TO HIT OR DAMAGE NAILS WHEN EXCAVATING TO NEAT LINE OR SHAPING LAP TRENCH 6' (MAX) PREP BENCH BACKFILL PUSHED BACK INTO TRENCH AND TAMPED WITH HOE BUCKET CONSTRUCTION NOTES: 1. THE ABOVE DETAILS ARE APPLICABLE TO A SOIL NAIL WALL COMPRISED OF ANY COMBINATION OF PERMANENT AND TEMPORARY FACINGS AND NAILS, FOR CLARITY ONLY TEMPORARY FACING IS ILLUSTRATED. 2. BASED ON THE EXPECTED SOIL CONDITIONS AT THE PROJECT SITE, METHOD B, FOR STEP 2 ABOVE IS APPROVED BY GOLDER FOR ALL ROWS/LIFTS OTHER THAN THE UPPER FIRST ROW/LIFT OF ANY WALL. SEE NOTES 3 AND 4 BELOW. 3. FOR STEP 2, IN THE UPPER FIRST ROW /LIFT, METHOD A WILL BE REQUIRED FOR ALL SOILS. 4. NOTES 2 AND 3 ABOVE APPLY IN GENERAL. HOWEVER, IF AT ANY TIME DURING CONSTRUCTION THE SOIL FACE APPEARS TO BE DISTRESSED IN SUCH A WAY AS TO CAUSE POTENTIAL FOR LARGE OVERBREAKS, FALLOUT, OR EXCESSIVE WALL MOVEMENT, THEN EITHER METHOD A OR B WILL BE REQUIRED BY THE OWNER'S REPRESENTATIVE AS NECESSARY TO LIMIT SOIL DISTURBANCE AT THE WALL FACE. 5. CLOSURE TIME, DEFINED AS THE TIME DURATION BETWEEN EXCAVATION OF THE NEAT CUT FACE AND PLACEMENT OF SHOTCRETE, SHALL BE NO GREATER THAN 12 HOURS UNLESS APPROVED OTHERWISE BY GOLDER OR THE OWNERS REPRESENTATIVE (SEE SPECIFACTIONS - SECTION 4.G. SHEET N8.00). 6. METHODS OF CONSTRUCTION AND CLOSURE TIMES THAT ARE APPROVED BY GOLDER OR THE OWNER'S REPRESENTATIVE DO NOT RELIEVE THE CONTRACTOR OF ALL RESPONSIBILITY FOR STABILITY OF THE TEMPORARY CUT FACE UNTIL IT IS CLOSED WITH HARDENED SHOTCRETE AND THE NAIL CONNECTION IS COMPLETELY INSTALLED. 7. SEE THE SOIL NAIL AND SHOTCRETE SPECIFICATION SHEETS FOR SPECIFIC REQUIREMENTS FOR MATERIALS AND CONSTRUCTION. DRILL BENCH 1' (MIN) 2' (MAX) PULL LOOSE BACKFILL OUT OF LAP AFTER GROUT AND SHOTCRETE REACH 50 % OF 28-DAY STRENGTHS, NAIL TESTING I5 COMPLETE, AND CONNECTION HARDWARE IS INSTALLED, IN PREVIOUS LIFT, EXCAVE TO NATIVE BERM 1 1' (MIN) NATIVE 1 (MAX) \ / SUBSEQUENT NAIL ROW AS REQUIRED TO ACCOMMODATE DRILLING EAT LINE NATIVE STEP 4 EXCAVATE NEAT LINE & PREP BENCH 1 NOTES: 1. CLOSURE TIME "CLOCK" BEGINS AS SOON AS BERM IS REMOVED. 2. IF LIFT HEIGHT PLUS REQ'D LAP IS LESS THAN 6', LAP TRENCH NOT NEEDED. '04W 4 4MT STEP 2 EXCAVATION OF DRILL BENCH & BERM EXCAVATION METHOD A - NATIVE BERM NOT TO SCALE NOTE: CLOSURE TIME "CLOCK" HAS NOT BEGUN YET. NOT TO SCALE CLEAN SHOTCRTETE JOINT PLACE REINFORCEMENT SET PINS & WIRES PLACE WEEP HOLES PLACE FINAL BACKFILL AFTER GROUT AND SHOTCRETE REACH 50 % OF 28-DAY STRENGTHS, NAIL TESTING 15 COMPLETE, AND CONNECTION HARDWARE IS INSTALLED, IN PREVIOUS LIFT, EXCAVATE TO NEAT LINE AND BASE OF LAP, REPLACE WITHIN 2 -HRS AS SHOWN. wAW LACE DRAINAGE BOARD STEP 5 PREPARE WALL FACING COMPONENTS NOT TO SCALE NEAT LINE 1 DRILL BENCH 3' (MAX) NNW, AS REQUIRED TO ACCOMMODATE DRILLING 1 (MAX BASE OF SUBSEQUENT LAP NOTE: CLOSURE TIME "CLOCK" HAS NOT BEGUN YET. NWIr sir STEP 2 EXCAVATION OF DRILL BENCH & BERM EXCAVATION METHOD B - SOFT BERM NOT TO SCALE PLACE SHOTCRETE AND FINISH AS APPROPRIATE WET-SET PLATE AND INSTALL WASHER & NUT r _ NATIVE SUBSEQUENT NAIL ROW PERFORM PROOF TESTS WHEN GROUT AND SHOTCRETE REACH 50% OF 25-DAY STRENGTH STEP SHOTCRETE, WET SET CONNECTION, TEST NAILS NOT TO SCALE N6.00 1 a z 2 9 2c it F. Z CD r— w .I W Z w �= zw g W O u. N 1— J Z u) J 0 W WQZ 3 W z Z Z to w C) PROJECT No. 033 -1552 FILE No. 0331552000N100R0 REVD INITIALS DATE CADD MA* 6/20/03 DESIGN MAN. 6/20/03 CHECK RDL 6/20/03 REVIEW RDL 6/20/03 IIIIIIIIIIIII111IIIIII�IIIII :.I I,L) III III1IIIII ,1111II1.11111II,11111 1.11 1 1 1 1 1, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11111111111111111 Inch Inch 1/16 s1 o 9b II EI ZI 64 OL 6 9 L 9 9 1� E Z 6 w� II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIII IIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII SECTION 2350 - SOIL NAILS AND WALL DRAINAGE PART 1 - GENERAL 1.01 DESCRIPTION A. THE WORK SHALL CONSIST OF CONSTRUCTING SOIL NAILS AND WALL DRAINAGE AS SPECIFIED HEREIN AND SHOWN ON THE PLANS. THE WORK SHALL ALSO INCLUDE EXCAVATING IN ACCORDANCE WITH THE STAGED LIFTS SHOWN ON THE PLANS; DRILLING SOIL NAIL HOLES TO THE SPECIFIED MINIMUM LENGTH AND ORIENTATION INDICATED ON THE PLANS; PROVIDING, PLACING, AND GROUTING THE NAILS IN THEDRILLED HOLES; PLACING DRAINAGE ELEMENTS; AND PERFORMING ALL SOIL NAIL PULLOUT TESTING. THE CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, AND EQUIPMENT REQUIRED FOR COMPLETING THE WORK. B. A PRE - CONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE START OF THE WORK AND SHALL BE ATTENDED BY THE OWNERS REPRESENTATIVES, THE ENGINEER, THE PRIME CONTRACTOR, THE EXCAVATION CONTRACTOR, AND THE SOIL NAIL SPECIALTY SUBCONTRACTOR. THE PRE - CONSTRUCTION MEETING SHALL BE CONDUCTED TO CLARIFY THE CONSTRUCTION REQUIREMENTS FOR THE WORK, TO COORDINATE THE CONSTRUCTION ACTIVITIES, AND TO IDENTIFY CONTRACTUAL RELATIONSHIPS AND RESPONSIBILITIES. C. THE OWNER'S REPRESENTATIVE / SOIL NAILING INSPECTOR THAT IS PROVIDING THE SPECIAL INSPECTION SHALL BE A QUALIFIED GEOECHNICAL ENGINEER OR HIS REPRESENTATIVE WITH EXPERIENCE MONITORING SOIL NAIL WALL CONSTRUCTION. D. UTILITIES REFERENCED ON THE PLANS ARE FOR INFORMATIONAL PURPOSES ONLY. THE CONTRACTOR IS RESPONSIBLE FOR FIELD LOCATING AND VERIFYING THE LOCATION OF ALL UTILITIES SHOWN ON THE PLANS PRIOR TO STARTING THE WORK. THE CONTRACTOR SHALL MAINTAIN UNINTERRUPTED SERVICE FOR THOSE UTILITIES DESIGNATED TO REMAIN IN SERVICE THROUGHOUT THE WORK. 1.02 QUALITY ASSURANCE A. THE CONTRACTOR SHALL SUBMIT A REFERENCE LIST INDICATING THE SUCCESSFUL COMPLETION OF AT LEAST FIVE SOIL NAIL OR GROUND ANCHOR RETAINING WALL PROJECTS COMPLETED DURING THE LAST 3 YEARS. A BRIEF DESCRIPTION OF EACH PROJECT WITH THE OWNER'S NAME AND CURRENT PHONE NUMBER SHALL BE INCLUDED B. THE CONTRACTORS SUPERINTENDENT SHALL HAVE A MINIMUM OF 3 YEARS EXPERIENCE SUPERVISING SOIL NAILING AND /OR GROUND ANCHOR WORK AND THE DRILL OPERATORS AND ON-SITE SUPERVISORS SHALL HAVE A MINIMUM OF 1 YEAR EXPERIENCE INSTALLING SOIL NAILS OR GROUND ANCHORS. PRIOR TO STARTING THE WORK, THE CONTRACTOR SHALL SUBMIT A LIST IDENTIFYING THE SUPERINTENDENT, DRILL RIG OPERATORS, AND ON-SITE SUPERVISORS ASSIGNED TO THE PROJECT. THE LIST SHALL CONTAIN A SUMMARY OF EACH INDIVIDUAL'S EXPERIENCE AND SHALL BE SUFFICIENTLY COMPLETE FOR THE ENGINEER TO EVALUATE THE INDIVIDUAL'S QUALIFICATIONS. WORK SHALL NOT BE STARTED UNTIL WRITTEN APPROVAL OF THE CONTRACTORS QUALIFICATIONS IS GIVEN. C. THE OWNER'S REPRESENTATIVE MAY SUSPEND THE WORK IF THE CONTRACTOR SUBSTITUTES NON - APPROVED PERSONNEL FOR APPROVED PERSONNEL. THE CONTRACTOR SHALL BE FULLY LIABLE FOR ADDITIONAL COSTS RESULTING FROM THE SUSPENSION OF WORK AND NO ADJUSTMENTS IN THE CONTRACT TIME RESULTING FROM THE WORK SUSPENSION SHALL BE ALLOWED. 1.03 CONSTRUCTION SITE SURVEY A. THE CONTRACTOR SHALL VISIT THE SITE PRIOR TO ANY CONSTRUCTION ACTIVITIES FOR THE PURPOSE OF OBSERVING AND DOCUMENTING THE PRE - CONSTRUCTION CONDITION OF ALL STRUCTURES, INFRASTRUCTURE, SIDEWALKS, ROADWAYS, AND ALL OTHER FACILITIES ADJACENT TO THE SITE. DURING CONSTRUCTION, THE CONTRACTOR SHALL OBSERVE THE CONDITIONS ABOVE THE SOIL NAIL WALL ON A DAILY BASIS FOR SIGNS OF GROUND OR BUILDING MOVEMENTS. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE OWNER'S REPRESENTATIVE AND ENGINEER IF SIGNS OF MOVEMENTS SUCH AS NEW CRACKS, INCREASED SIZE OF OLD CRACKS OR SEPARATION OF JOINTS IN STRUCTURES, FOUNDATIONS, STREETS OR PAVED AND UNPAVED SURFACES ARE OBSERVED. THE CONTRACTOR SHALL PROVIDE THE ENGINEER WRITTEN DOCUMENTATION OF THE OBSERVED CONDITIONS WITHIN 24 HOURS. 1.04 SUBMITTALS A. THE FOLLOWING SUBMITTALS SHALL BE PROVIDED BY THE CONTRACTOR FOR THE ENGINEER'S REVIEW AND APPROVAL. THE CONTRACTOR WILL NOT BE ALLOWED TO BEGIN WALL CONSTRUCTION UNTIL ALL SUBMITTAL REQUIREMENTS ARE SATISFIED AND FOUND ACCEPTABLE TO THE ENGINEER. CHANGES OR DEVIATIONS FROM THE APPROVED SUBMITTALS MUST BE RE- SUBMITTED FOR APPROVAL. NO ADJUSTMENTS IN CONTRACT TIME WILL BE ALLOWED DUE TO INCOMPLETE SUBMITTALS. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER: I A DETAILED CONSTRUCTION SEQUENCE AND PLANNED START OF WORK DATE. 2, METHODS OF EXCAVATING TO THE STAGED LIFTS INDICATED ON 3, THE PLANS AND EXCAVATION EQUIPMENT TYPES. DRILLING METHODS AND EQUIPMENT INCLUDING PROPOSED DRILLHOLE DIAMETER TO ACHIEVE THE SPECIFIED PULLOUT RESISTANCE AND ANY VARIATION OF THESE ALONG THE ALIGNMENT. 4. NAIL GROUT MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT; SOURCE, GRADATION, AND QUALITY OF ALL AGGREGATES; PROPORTIONS OF MIX BY WEIGHT AND WATER - CEMENT RATIO; MANUFACTURER AND BRAND NAME OF ALL ADMIXTURES; AND COMPRESSIVE STRENGTH TEST RESULTS (PER ASTM C109 / AASHTO T106) VERIFYING THE SPECIFIED MINIMUM 3 AND 28 DAY GROUT STRENGTHS. 5. NAIL GROUT PLACEMENT PROCEDURES AND EQUIPMENT. 6. SOIL NAIL TESTING METHODS AND EQUIPMENT INCLUDING: DETAILS OF THE JACKING FRAME AND APPURTENANT BRACING; DETAILS SHOWING METHODS OF ISOLATING TEST NAILS DURING SHOTCRETE APPLICATION (I.E., METHODS TO PREVENT BONDING OF THE SOIL NAIL BAR AND THE SHOTCRETE DURING TESTING); DETAILS SHOWING METHODS OF GROUTING THE UNBONDED LENGTH OF TEST NAILS AFTER COMPLETION OF TESTING; AND EQUIPMENT LIST. 7. IDENTIFICATION NUMBERS AND CERTIFIED CALIBRATION RECORDS FOR EACH TEST JACK AND PRESSURE GAUGE PAIR TO BE USED. CALIBRATION RECORDS SHALL INCLUDE THE DATE TESTED, DEVICE IDENTIFICATION NUMBER, AND THE CALIBRATION TEST RESULTS AND SHALL BE CERTIFIED FOR AN ACCURACY OF AT LEAST 2 PERCENT OF THE APPLIED CERTIFICATION LOADS BY A QUALIFIED INDEPENDENT TESTING LABORATORY WITHIN 90 DAYS PRIOR TO SUBMITTAL. 8. CERTIFIED MILL TEST RESULTS FOR NAIL BARS FROM EACH HEAT SPECIFYING THE ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION AND COMPOSITION. MANUFACTURER CERTIFICATIONS FOR THE SOIL NAIL 9 . CENTRALIZERS AND SOIL NAIL BAR COUPLERS. 10. A DETAILED CONSTRUCTION DRAINAGE CONTROL PLAN ADDRESSING ALL ELEMENTS NECESSARY TO DIVERT, CONTROL, AND DISPOSE OF SURFACE WATER. PART 2 - MATERIALS PART 2.01 - GENERAL 1.01 DESCRIPTION A. MATERIALS FOR CONSTRUCTION OF SOIL NAIL WALLS SHALL BE FURNISHED NEW AND WITHOUT DEFECTS. DEFECTIVE MATERIALS REJECTED BY THE OWNER'S REPRESENTATIVE SHALL BE REMOVED BY THE CONTRACTOR AT NO ADDITIONAL COST TO THE OWNER. MATERIALS SHALL CONSIST OF THE FOLLOWING: THE CONTRACTOR SHALL FURNISH ALL LABOR, MATERIALS, AND EQUIPMENT REQUIRED FOR COMPLETING THE WORK. CENTRALIZERS SCHEDULE 40 PVC OR OTHER MATERIAL NOT DETRIMENTAL TO THE NAIL STEEL (WOOD SHALL NOT BE USED); SECURELY ATTACHED TO THE NAIL BAR; SIZED TO POSITION THE NAIL BAR WITHIN 1 INCH OF THE CENTER OF THE DRILLHOLE; SIZED TO ALLOW TREMIE PIPE INSERTION TO THE BOTTOM OF THE DRILLHOLE; AND, SIZED TO ALLOW GROUT TO FLOW FREELY UP THE DRII.LHOLE. NAIL GROUT THE GROUT SHALL BE A NEAT OR SAND/ CEMENT MIXTURE WITH A MINIMUM 3 -DAY COMPRESSIVE STRENGTH OF 1600 PSI AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI PER ASTM C109 / AASHTO T106. CEMENT BAR COUPLERS EPDXY COATING BEARING PLATES HEADED -STUDS WELD ELECTRODES DRAINAGE GEOTEXTILE DRAINAGE AGGREGATE GEOCOMPOSITE DRAIN ASTM C150 / AASHTO M85, TYPE I. FINE AGGREGATE ASTM C33 / AASHTO M6. EXCAVATION FACE POLYETHYLENE FILM PER AASHTO M -171. PROTECTION SOLID BAR NAILS ASTM A615 / AASHTO M31, GRADE 60 OR ASTM A722 / AASHTO M276, GRADE 150. BAR COUPLERS SHALL DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR AS CERTIFIED BY THE MANUFACTURER AND PROVIDE THE NECESSARY CORROSION PROTECTION AS THE REMAINDER OF THE BAR. AASHTO M284. MINIMUM 12 MIL ELECTROSTATICALLY APPLIED. BEND TEST REQUIREMENTS SHALL BE WAIVED. ENCAPSULATION MINIMUM 0.04 -INCH CORRUGATED HDPE (CONFORMING TO AASHTO M252) OR PVC (CONFORMING TO ASTM D -1784 CLASS 13464-B). ENCAPSULATION SHALL PROVIDE ATLEAST 0.2 -INCH OF GROUT COVER OVER THE NAIL BAR AND BE RESISTANT TO ULTRA VIOLET LIGHT DEGRADATION, NORMAL HANDLING STRESSES, AND GROUTING PRESSURES. THE ENCAPSULATION SHALL BE APPLIED AT THE FACTORY UNDER CONTROLLED CONDITIONS OR, UPON THE ENGINEER'S APPROVAL, MAY BE FIELD CONSTRUCTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ASTM A709 / AASHTO M270, GRADE 38. NUTS & WASHERS AASHTO M291, GRADE B, HEXAGONAL FITTED WITH BEVELED WASHER OR SPHERICAL SEAT TO PROVIDE UNIFORM BEARING. ASTM A307 OR APPROVED EQUAL. E70XX AND IN ACCORDANCE WITH AWS D1.1 -88. NEEDLE PUNCHED, NON - WOVEN, PUNCTURE RESISTANCE (ASTM D4833) 335 N, GRAB STRENGTH (ASTM D4832) 690 N, FABRIC WEIGHT (ASTM 3776) 0.2 KG/M2, APPARENT OPENING SIZE (AOS) (COE CW- 02215) 70. FILM PROTECTION AASHTO M-171 OR POLYETHYLENE FILM. ASTM C33 NO. 67 WITH NO MORE THAN FIVE PERCENT PASSING THE #200 SIEVE. MIRADRAIN GIOON. STRIP PVC WEEP PIPE SCHEDULE 40 PVC. 2.02 MATERIALS HANDLING AND STORAGE A. CEMENT SHALL BE ADEQUATELY STORED TO PREVENT MOISTURE DEGRADATION AND PARTIAL HYDRATION. CEMENT THAT HAS BECOME CAKED OR LUMPY SHALL NOT BE USED. B. ALL STEEL REINFORCEMENT SHALL BE CAREFULLY HANDLED AND SHALL BE STORED ON SUPPORTS TO KEEP THE STEEL FROM CONTACT WITH THE GROUND. STEEL BARS SHALL BE PICKED UP IN SUCH A WAY AS TO PREVENT OVERSTRESSING. DAMAGE TO THE NAIL STEEL AS A RESULT OF OVERSTRESSING, ABRASION, CUTS, NICKS, WELDS, AND WELD SPLATTER SHALL BE CAUSE FOR REJECTION BY THE OWNER'S REPRESENTATIVE. GROUNDING OF WELDING LEADS TO THE NAIL STEEL SHALL NOT BE ALLOWED. NAIL STEEL SHALL BE PROTECTED FROM AND SUFFICIENTLY FREE OF DIRT, RUST, AND OTHER DELETERIOUS SUBSTANCES PRIOR TO INSTALLATION. HEAVY CORROSION OR PITTING OF NAILS SHALL BE CAUSE FOR REJECTION BY THE OWNER'S REPRESENTATIVE. LIGHT RUST THAT HAS NOT RESULTED IN PITTING IS ACCEPTABLE. C. ENCAPSULATED NAILS SHALL NOT BE TRANSPORTED UNTIL THE ENCAPSULATION GROUT HAS REACHED SUFFICIENT STRENGTH TO RESIST DAMAGE DURING HANDLING. ENCAPSULATED NAILS SHALL NOT BE HANDLED IN A MANNER THAT WILL CAUSE LARGE DEFLECTIONS OR DISTORTIONS DURING HANDLING. WHEN HANDLING OR TRANSPORTING ENCAPSULATED NAILS, THE CONTRACTOR SHALL PROVIDE SLINGS OR OTHER EQUIPMENT NECESSARY TO PREVENT DAMAGE TO THE NAIL TENDON. ENCAPSULATED NAILS SHALL NOT BE DROPPED DURING HANDLING AND SHALL BE PROTECTED FROM IMPACT OF ANY KIND. ANY ENCAPSULATED NAILS THAT ARE DAMAGED OR DEFECTIVE SHALL BE REPAIRED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS OR SHALL BE REJECTED AND REMOVED FROM THE • SITE. EPDXY COATING SHALL BE REPAIRED IN ACCORDANCE WITH THE COATER'S RECOMMENDATIONS USING AN EPDXY FIELD REPAIR KIT APPROVED BY THE EPDXY MANUFACTURER. ALLOWED. NAIL STEEL SHALL BE PROTECTED FROM AND SUFFICIENTLY FREE OF DIRT, RUST, AND OTHER DELETERIOUS SUBSTANCES PRIOR TO INSTALLATION. HEAVY CORROSION OR PITTING OF NAILS SHALL BE CAUSE FOR REJECTION BY THE OWNERS REPRESENTATIVE. LIGHT RUST THAT HAS NOT RESULTED IN PITTING IS ACCEPTABLE. C. DRAINAGE GEOTEXTILE AND GEOCOMPOSITE DRAINS SHALL BE PROVIDED IN ROLLS WRAPPED WITH A PROTECTIVE COVERING AND STORED IN A MANNER THAT PROTECTS THE FABRIC FROM MUD, DIRT, DUST, DEBRIS, AND SHOTCRETE REBOUND. PROTECTIVE WRAPPING SHALL NOT BE REMOVED UNTIL IMMEDIATELY BEFORE THE GEOTEXTILE OR DRAIN STRIP IS INSTALLED. EXTENDED S;XPOSURE TO ULTRA - VIOLET LIGHT SHALL BE AVOIDED. PART 2 - EXECUTION PART 3.01- GENERAL A. THE CONSTRUCTION SEQUENCE SHALL BE AS SHOWN ON THEPLANS, OR IN ACCORDANCE WITH THE APPROVED SUBMITTAL, UNLESS APPROVED OTHERWISE BY THE ENGINEER. NO EXCAVATIONS STEEPER OR HIGHER THAN THOSE SPECIFIED HEREIN SHALL BE MADE ABOVE OR BELOW THE SOIL NAIL WALL WITHOUT WRITTEN APPROVAL OF THE ENGINEER. PART 3.02 - MASS EXCAVATION A. FOR DISTANCES AWAY FROM THE WALL FACE GREATER THAN THE CURRENT WALL HEIGHT, MASS EXCAVATION MAY OCCUR AT ANY TIME, BUT WITH SLOPES NO STEEPER THAN 1H:1V, UNLESS APPROVED OTHERWISE BY THE ENGINEER. B. SUBSEQUENT MASS EXCAVATION BENEATH A PRECEDING SHOTCRETE LIFT, NO CLOSER THAN 6 FEET FROM THE FACE OF SHOTCRETE, MAY OCCUR ANY TIME THE DAY AFTER SHOTCRETING THE PRECEDING LIFT. ALL TEMPORARY SLOPES THAT ARE HIGHER THAN 4 FEET SHALL NOT BE STEEPER THAN 1H:1V UNLESS APPROVED OTHERWISE BY THE ENGINEER. C. DURING MASS EXCAVATION OF THE DRILL BENCH FOR THE NEXT ROW OF NAILS, THE CONTRACTOR SHALL MAINTAIN A BENCH Or MATERIAL TO SERVE AS BOTH A PLATFORM FOR THE DRILLING EQUIPMENT, AND AS A STABILIZING BERM AGAINST THE FINAL WALL EXCAVATION FACE NEAT -LINE. IN ACCORDANCE WITH THAT SHOWN ON THE PLANS OR APPROVED OTHERWISE BY THE ENGINEER, THE MATERIAL NEAR THE WALL FACE MAY BE EITHER (A) A NATIVE BERM, (B) A SOFT BERM, OR (C) NEAT CUT. IN ALL THREE CASES, THE DRILL BENCH SHALL BE ESTABLISHED NOT MORE THAN 3 FEET BELOW THE ROW OF NAILS TO BE INSTALLED AND SHALL EXTEND OUT FROM THE WALL FACE A MINIMUM DISTANCE NECESSARY TO PROVIDE A SAFE WORKING BENCH FOR THE DRILL EQUIPMENT AND WORKERS. THE CONTRACTOR IS COMPLETELY RESPONSIBLE FOR THE SAFETY AND STABILITY OF THE TEMPORARY DRILL BENCH AND WALL FACE CUT, UNTIL THE CORRESPONDING SHOTCRETE LIFT WITH CONNECTION HARDWARE IS CONSTRUCTED AS SHOWN ON THE PLANS. D. SUBSEQUENT MASS EXCAVATION BENEATH A PRECEDING SHOTCRETE LIFT, CLOSER THAN 5 FEET FROM THE FACE OF SHOTCRETE, SHALL NOT OCCUR UNTIL: (1) NAIL GROUT AND SHOTCRETE ON THE PRECEDING LIFT SHALL HAVE REACHED 60 PERCENT OF THEIR SPECIFIED 28-DAY COMPRESSIVE STRENGTHS; AND (2) INSTALLATION OF CONNECTION HARDWARE AND NAIL TESTING FOR THE PRECEDING LIFT ARE COMPLETE AND ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MASS EXCAVATION CLOSER THAN 5 FEET TO THE SHOTCRETE FACE MUST BE IN ACCORDANCE WITH THE DRILL BERM REQUIREMENTS DESCRIBED ABOVE AND SHOWN ON THE PLANS. E. EXCAVATING OF THE GROUND BEYOND THE FINAL WALL FACE SHALL NOT BE ALLOWED. INADVERTENT OVEREXCAVATION BEYOND THE FINAL WALL FACE SHALL BE RESTORED BY THE CONTRACTOR USING A METHOD APPROVED BY THE ENGINEER AND AT NO ADDITIONAL COST TO THE OWNER. 3.02.02 WALL FACE EXCAVATION A. EXCAVATION TO THE FINAL WALL EXCAVATION FACE (NEAT LINE) SHALL BE DONE USING PROCEDURES THAT : (1) PREVENT GROUND LOSS, SWELLING, AIR SLACKING, OR LOOSENING; (2) MINIMIZE DEGRADATION OF SOIL BEARING SUPPORT BELOW THE OVERLYING PORTIONS OF THE SOIL NAIL WALL AND BELOW THE SOIL NAILS CURRENTLY BEING INSTALLED; (3) PREVENT PREMATURE LOSS OF SOIL MOISTURE AT THE FACE; (4) PREVENT GROUND FREEZING; AND (5) REDUCE THE POTENTIAL FOR SHOTCRETE OVERAGES. B. THE DURATION OF TIME BETWEEN EXCAVATION TO THE FINAL WALL FACE (NEAT LINE) AND APPLICATION OF THE SHOTCRETE SHALL BE REFERRED TO AS THE "CLOSURE TIME ". THE CLOSURE TIME FOR ALL WALL FACES SHALL BE LESS THAN A SINGLE WORK SHIFT, UNLESS OTHERWISE SHOWN ON THE PLANS OR APPROVED OTHERWISE BY THE ENGINEER. C. EXTENSIONS OF THE CLOSURE TIME SHALL BE SUBMITTED FOR APPROVAL IN ACCORDANCE WITH THE SUBMITTALS SECTION OF THE CONTRACT DOCUMENTS. NO APPROVAL FOR EXTENSION OF CLOSURE TIME SHALL BE GRANTED UNTIL A TEST CUT IS CONSTRUCTED AND THE CONTRACTOR DEMONSTRATES FOR EACH MATERIAL TYPE THAT THE UNSUPPORTED FINAL EXCAVATION FACE WILL BE STABLE OVER THE PROPOSED EXTENSION OF THE CLOSURE TIME. EXTENSIONS TO THE FACE CLOSURE TIME SHALL BE PERIODICALLY REVIEWED AND MAY BE REVOKED BY THE ENGINEER AT HIS DISCRETION AND AT NO ADDITIONAL COST TO THE OWNER. 3.02.03 TEMPORARY END OF WALL CONDITIONS A. WHERE THE CONTRACTOR'S CONSTRUCTION SEQUENCING RESULT IN A DISCONTINUOUS LIFT ALONG ANY NAIL ROW, THE ENDS OF THE LIFT SHALL EXTEND BEYOND THE ENDS OF THE NEXT LOWER LIFT BY AT LEAST 10 FEET. SLOPES/BERMS IMMEDIATELY BENEATH THESE STEPPED LIFTS SHALL BE CONSTRUCTED TO PREVENT SLOUGHING OR FAILURE THAT WOULD RESULT IN LOSS OF THE FACE SUPPORT PROVIDED BY THE SLOPES/BERMS. 3.02.04 PROTRUSIONS AND VOIDS A. COBBLES, BOULDERS, RUBBLE, OR OTHER OBJECTS THAT ARE ENCOUNTERED AT THE SOIL FACE DURING EXCAVATION AND THAT PROTRUDE FROM THE SOIL FACE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONSTRUCTING THE SHOTCRETE CONSTRUCTION FACING AND /OR THE FINISH STRUCTURAL FACING TO THE SPECIFIED MINIMUM THICKNESS AND TO THE LINE AND GRADE INDICATED IN THE PLANS. REMOVAL OF FACE PROTRUSIONS TO ACCOMPLISH THIS CONSTRUCTION SHALL BE DETERMINED BY THE CONTRACTOR. THE CONTRACTOR SHALL NOTIFY THE ENGINEEROF THE PROPOSED METHOD FOR MITIGATION OF FACE PROTRUSIONS AT LEAST 24 HOURS PRIOR TO INITIATION OF THE WORK. SHOULD THE REMOVAL OF FACE PROTRUSIONS RESULT IN VOIDS BEYOND THE FINISH FACE LINE (NEAT LINE), THE CONTRACTOR SHALL DETERMINE THE APPROPRIATE METHOD OF BACKFILLING AND SHALL SUBMIT TO THE ENGINEER SUCH METHOD(S) AT LEAST 24 HOURS PRIOR TO INITIATING THE WORK. 3.03 WALL DRAINAGE 3.03.01 DESCRIPTION A. THE DRAINAGE NETWORK SHALL CONSIST OF INSTALLING THE PREFABRICATED GEOCOMPOSITE DRAINAGE STRIPS, PVC CONNECTION PIPES, AND WALL FOOTING DRAINS AS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER. EXCLUSIVE OF THE WALL FOOTING DRAINS, ALL ELEMENTS OF THE DRAINAGE NETWORK SHALL BE INSTALLED PRIOR TO SHOTCRETING. 3.03.02 DRAINAGE CONTROL A. LOCALIZED AREAS OF PERCHED WATER MAY BE ENCOUNTERED. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE IF GROUNDWATER OCCURS IN THE EXCAVATION OR AT THE EXCAVATION FACE. B. THE CONTRACTOR SHALL PROVIDE POSITIVE CONTROL AND DISCHARGE OF ALL SURFACE WATER ENCOUNTERED DURING CONSTRUCTION TO THE EXTENT NECESSARY TO PREVENT ADVERSE CONDITIONS AS DETERMINED BY THE OWNER'S REPRESENTATIVE. DAMAGE CAUSED BY THE FAILURE TO CONTROL SURFACE WATER SHALL BE REPAIRED BY THE CONTRACTOR TO THE SATISFACTION OF THE OWNER'S REPRESENTATIVE AT NO ADDITIONAL COST TO THE OWNER. C. EXISTING SUBSURFACE DRAINAGE FEATURES ENCOUNTERED DURING EXCAVATION SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE OWNER'S REPRESENTATIVE. WORK IN THESE AREAS SHALL BE SUSPENDED UNTIL REMEDIAL MEASURES MEETING THE APPROVAL OF THE OWNER'S REPRESENTATIVE ARE IMPLEMENTED BY THE CONTRACTOR. SURFACE WATER RUNOFF FLOW AND FLOWS FROM EXISTING SUBSURFACE DRAINAGE FEATURES SHALL BE CAPTURED INDEPENDENTLY OF THE WALL DRAINAGE NETWORK AND CONVEYED TO AN OUTFALL STRUCTURE OR STORM SEWER AS DETERMINED BY THE OWNER'S REPRESENTATIVE. REMEDIAL MEASURES FOR EXISTING SUBSURFACE DRAINAGE FEATURES ENCOUNTERED DURING THE WORK, WHICH WERE NOT IDENTIFIED ON THE PLANS, WILL BE PAID FOR AS EXTRA WORK PER THE CONTRACT DOCUMENTS. D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CONDITION AND MAINTENANCE OF ANY PIPE OR CONDUIT USED TO CONTROL SURFACE WATER DURING CONSTRUCTION. UPON SUBSTANTIAL COMPLETION OF THE WORK, SURFACE WATER CONTROL PIPES OR CONDUITS SHALL BE REMOVED FROM THE SITE. ALTERNATIVELY, PIPES OR CONDUITS THAT ARE LEFT IN PLACE WITH THE APPROVAL OF THE OWNER'S REPRESENTATIVE SHALL BE FULLY GROUTED (ABANDONED) OR LEFT IN A MANNER THAT PROTECTS THE STRUCTURE AND ALL ADJACENT FACILITIES FROM MIGRATION OF FINES THROUGH THE PIPE OR CONDUIT AND POTENTIAL GROUND LOSS. 3.03.02 GEOCOMPOSITE DRAIN STRIPS A. GEOCOMPOSITE DRAIN STRIPS SHALL BE INSTALLED AS SHOWN ON THE PLANS. DRAIN STRIPS AT CONSTRUCTION JOINTS SHALL BE PLACED SUCH THAT THE JOINT IS ALIGNED AS CLOSE AS PRACTICAL ALONG THE MIDDLE OF THE LONGITUDINAL AXIS OF THE DRAIN STRIP. B. THE GEOCOMPOSITE DRAIN STRIPS SHALL BE AT LEAST 16 INCHES WIDE AND SHALL BE SECURED TO THE EXCAVATION FACE WITH THE GEOTEXTILE SIDE AGAINST THE GROUND BEFORE SHOTCRETING. DRAIN STRIPS SHALL BE MADE CONTINUOUS BY USING THE "SHINGLE' METHOD OF SPLICING WITH A 16 INCH MINIMUM OVERLAP SUCH THAT THE FLOW OF WATER IS NOT IMPEDED. 3.03.03 CONNECTION PIPES AND WEEP HOLES A. CONNECTION PIPES AND WEEPHOLES SHALL BE INSTALLED,AS SHOWN ON THE PLANS. CONNECTION PIPES SHALL BE LENGTHS OF SOLID PVC PIPE INSTALLED TO DIRECT WATER FROM THE GEOCOMPOSITE DRAIN STRIPS INTO THE FOOTING DRAIN. CONNECTION PIPES AND WEEPHOLES SHALL BE CONNECTED TO THE DRAIN STRIPS AS SHOWN ON THE PLANS, UNLESS APPROVED OTHERWISE BY THE ENGINEER. THE JOINT BETWEEN THE DRAIN PIPE AND THE DRAIN STRIP, AND THE DISCHARGE END OF THE CONNECTOR PIPE SHALL BOTH BE SEALED TO PREVENT SHOTCRETE INTRUSION. DAMAGE OF THE GEOCOMPOSITE DRAIN STRIP WHICH, IN THE OPINION OF THE OWNER'S REPRESENTATIVE, MAY CAUSE INTERRUPTION IN FLOW SHALL REQUIRE INSTALLATION OF ADDITIONAL CONNECTION PIPES OR WEEPHOLES ABOVE THE DAMAGED SECTION. CONNECTION PIPES SHALL BE EXTENDED TO THE EDGE OF THE FOOTING DRAIN BUT NOT THROUGH THE DRAINAGE GEOTEXTILE. THE INTEGRITY OF THE DRAINAGE GEOTEXTILE SHALL NOT BE INTERRUPTED. 3.03.04 FOOTING DRAINS A. FOOTING DRAINS SHALL CONSIST OF DRAINAGE AGGREGATE AND PERFORATED PVC PIPE ENVELOPED IN DRAINAGE GEOTEXTILE AND SHALL BE CONSTRUCTED AT THE BOTTOM OF EACH WALL AS SHOWN ON THE PLANS, THE DRAINAGE GEOTEXTILE SHALL ENVELOPE THE DRAINAGE AGGREGATE AND PIPE AND SHALL CONFORM TO THE DIMENSIONS OF THE TRENCH. THE DRAINAGE GEOTEXTILE SHALL BE OVERLAPPED ON TOP OF THE DRAINAGE AGGREGATE AS SHOWN ON THE PLANS. DAMAGED OR DEFECTIVE DRAINAGE GEOTEXTILE SHALL BE REJECTED BY THE OWNER'S REPRESENTATIVE. 3.04 NAIL INSTALLATION 3.04.01 GENERAL A. TWO SUCCESSFUL VERIFICATION TESTS SHALL BE PERFORMED IN EACH SOIL UNIT IDENTIFIED ON THE PLANS PRIOR TO STARTING INSTALLATION OF PRODUCTION NAILS. THE LOCATIONS OF THE VERIFICATION TESTS ARE DETERMINED BY THE CONTRACTOR AND APPROVED BY THE OWNER'S REPRESENTATIVE. ADDITIONAL VERIFICATION TESTS MAY BE REQUIRED IF THE CONTRACTOR MODIFIES THE INSTALLATION METHODS FROM THOSE USED DURING THE INSTALLATION OF THE APPROVED VERIFICATION TEST NAILS AND WILL BE CONDUCTED AT THE CONTRACTOR'S EXPENSE. B. NAILS SHALL BE INSTALLED PRIOR TO THE APPLICATION OF SHOTCRETE AT THE LOCATIONS AND TO 1 HE LENGTHS INDICATED ON THE PLANS. THE ENGINEER MAY ADD, ELIMINAT OR RELOCATE NAILS TO ACCOMMODATE ACTUAL FIELD CONDITIONS MODIFICATIONS TO THE DESIGN RESULTING FROM ACTIONS OF THE CONTHACTOR SHALL BE DETERMINED BY THE ENGINEER. 3.04.02 DRILLING A. THE CONTRACTOR SHALL SELECT DRILLING EQUIPMENT AND METHODS SUITABLE FOR THE GROUND CONDITIONS DESCRIBED IN THE GEOECHNICAL REPORT. DRILLHOLE DIAMETER SHALL BE SELECTED TO PROVIDE THE MINIMUM SPECIFIED GROUT COVER OVER THE SOIL NAIL TENDON AND TO DEVELOP THE SPECIFIED LOAD CARRYING CAPACITY. WATER, DRILLING MUDS, OR OTHER FLUIDS USED TO ASSIST IN CUTTING REMOVAL SHALL NOT BE ALLOWED. UNCASED DRILLHOLES SHALL BE OBSERVED FOR CLEANLINESS PRIOR TO INSERTION OF THE SOIL NAIL TENDON. IN CAVING GROUND, THE CONTRACTOR SHALL USE CASED DRILLING METHODS TO SUPPORT THE DRILLHOLES. B. THE CONTRACTOR SHALL IMMEDIATELY SUSPEND DRILLING OPERATIONS IF GROUND SUBSIDENCE IS OBSERVED, IF THE SOIL NAIL WALL IS ADVERSELY AFFECTED, OR IF ADJACENT STRUCTURES ARE DAMAGED AS A RESULT OF THE DRILLING OPERATION. THE ADVERSE CONDITIONS SHALL BE STABILIZED IMMEDIATELY AND THE ENGINEER SHALL BE NOTIFIED OF SUCH CONDITIONS WITHIN 24 HOURS. 3.04.03 NAIL TENDON INSTALLATION A. NAIL TENDONS SHALL BE INSERTED INTO THE DRILLHOLE TO THE REQUIRED LENGTH WITHOUT DIFFICULTY AND IN SUCH A MANNER AS TO PREVENT DAMAGE TO THE DRILLHOLE. TENDONS THAT CANNOT BE FULLY INSERTED TO THE DESIGN DEPTH SHALL BE REMOVED FROM THE DRILLHOLE AND THE DRILLHOLE SHALL BE CLEANED SUFFICIENTLY TO ALLOW UNOBSTRUCTED INSTALLATION OF THE TENDON. B IF THE NAIL TENDON IS INSTALLED USING CASED OR HOLLOW -STEM AUGER METHODS, CENTRALIZERS ARE NOT REQUIRED PROVIDED THE INSTALLATION METHOD ENSURES THAT THE TENDON WILL REMAIN IN THE CENTRAL PORTION OF THE NAIL GROUT. IN SUCH SITUATIONS, SLUMP SHALL NOT EXCEED °INCHES. 3.05 GROUTING 3.05.01 GROUTING EQUIPMENT A. GROUT EQUIPMENT SHALL PRODUCE A UNIFORMLY MIXED GROUT FREE OF LUMPY AND UNDISPERSED CEMENT. A POSITIVE DISPLACEMENT GROUT PUMP SHALL BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE GAUGE THAT CAN MEASURE AT LEAST TWICE BUT NO MORE THAN THREE TIMES THE INTENDED GROUT PRESSURE. THE GROUTING EQUIPMENT SHALL BE SIZED TO ENABLE THE ENTIRE NAIL TO BE GROUTED IN ONE CONTINUOUS OPERATION. THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUT DURING USAGE. III I I III III III I I III III III I I III III Iii L.L. III III ICI I III III III I I III III ( Inch ) 11 1/16 1 I I I � I .� I 3 I I 4 5 6 • ]I I ♦ E i VV � i i M 96 H. C I Z 6 6 0 1. L t C I. INS II III I � I IIIIIIII�IIIIIIIII�IIIIIIIII�IIIIIIIII�IIIII I III1IIII I I 6 III1IIII ill1lllllllll1lll II IIII�IIIII IIII�IIIIIIIII�IIIIIIIII�IIII III�IIIIIIIII�IIII 3.05.02 GROUTING METHODS A. THE DRILLHOLE SHALL BE GROUTED AFTER INSTALLATION OF THE NAIL TENDON, GROUTING PRIOR TO INSERTION OF THE NAIL TENDON CAN BE ALLOWED PROVIDED NEAT CEMENT GROUT IS USED AND THE NAIL BAR IS IMMEDIATELY INSERTED THROUGH THE GROUT TO THE SPECIFIED LENGTH WITHOUT DIFFICULTY. NO PORTION OF THE NAIL HOLE SHALL BE LEFT OPEN FOR MORE THAN 60 MINUTES PRIOR TO GROUTING UNLESS APPROVED OTHERWISE BY THE ENGINEER. THE GROUT SHALL BE INJECTED AT THE LOWEST POINT OF EACH DRILLHOLE THROUGH A GROUT TREMIE PIPE, CASING, HOLLOW -STEM AUGER, OR DRILL RODS WITH THE DRILLHOLE FILLED IN ONE CONTINUOUS OPERATION. COLD JOINTS IN THE GROUT PLACEMENT ARE ALLOWED FOR CONSTRUCTION OF TEST NAILS. THE CONDUIT DELIVERING THE GROUT SHALL BE KEPT BELOW THE SURFACE OF THE GROUT AS THE CONDUIT IS WITHDRAWN. THE GROUTING CONDUIT SHALL BE WITHDRAWN AS THE NAIL HOLE IS FILLED IN A MANNER WHICH PREVENTS THE CREATION OF VOIDS. THE QUANTITY OF GROUT AND THE GROUTING PRESSURES SHALL BE RECORDED FOR EACH SOIL NAIL. GROUT PRESSURES SHALL BE CONTROLLED TO PREVENT EXCESSIVE GROUND HEAVE OR FRACTURING. B. DURING CASING REMOVAL FOR DRILLHOLES ADVANCED BY EITHER CASED OR AUGER -CAST METHODS, THE GROUT SURFACE WITHIN THE CASING SHALL BE CONTINUALLY MONITORED FOR MAINTENANCE OF "HEAD" SUFFICIENT TO OFFSET THE EXTERNAL GROUNDWATER/SOIL PRESSURE. 3.05.03 GROUT TESTING A. NAIL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI IN 3 DAYS AND 3000 PSI IN 28 DAYS. NAIL GROUT SHALL BE TESTED BY THE CONTRACTOR IN ACCORDANCE WITH ASTM C109 / AASHTO T106 AT A FREQUENCY OF NO LESS THAN ONE TEST FOR EVERY 50 CUBIC YARDS OF GROUT PLACED OR ONCE PER WEEK, WHICHEVER COMES FIRST. 3.05.04 TEST NAIL UNBONDED LENGTH A NAIL GROUT SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI IN 3 DAYS AND 3000 PSI IN 28 DAYS. NAIL GROUT SHALL BE TESTED BY / AASHTO T106 AT A FREQUENCY OF NO LESS THAN ONE TEST FOR EVERY 50 CUBIC YARDS OF GROUT PLACED OR ONCE PER WEEK, WHICHEVER COMES FIRST. B. TEMPORARY UNBONDED LENGTHS SHALL BE PROVIDED FOR EACH TEST NAIL. THE TEST NAIL BAR SHALL BE ISOLATED FROM THE SHOTCRETE FACING AND THE REACTION FRAME DURING TESTING. ISOLATION OF A TEST NAIL THROUGH THE SHOTCRETE FACING SHALL NOT AFFECT THE LOCATION OF THE REINFORCING STEEL UNDER THE BEARING PLATE. ACCEPTED TEST NAILS MAY BE INCORPORATED IN THE WORK PROVIDED THE TEMPORARY TEST UNBONDED LENGTH IS FULLY GROUTED SUBSEQUENT TO TESTING. 3.08 NAIL TESTING 3.08.01 GENERAL A. VERIFICATION TESTS SHALL BE PERFORMED AT'i HE LOCATIONS SELECTED BY THE CONTRACTOR AND APPROVED BY THE OWNER'S REPRESENTATIVE. PROOF TESTS SHALL BE PERFORMED AT LOCATIONS SELECTED BY THE OWNER'S REPRESENTATIVE. ALL RECORDED TEST DATA SHALL BE RECORDED BY THE OWNER'S REPRESENTATIVE, UNLESS APPROVED OTHERWISE. PULLOUT TESTING OF NAILS SHALL NOT BE PERFORMED UNTIL THE NAIL GROUT AND SHOTCRETE FACING HAVE ATTAINED AT LEAST 60 PERCENT OF THEIR SPECIFIED 28-DAY COMPRESSIVE STRENGTHS. B. VERIFICATION TESTS SHALL BE PERFORMED AT THE LOCATIONS SELECTED BY THE CONTRACTOR AND APPROVED BY THE OWNER'S REPRESENTATIVE. PROOF TESTS SHALL BE PERFORMED AT LOCATIONS SELECTED BY THE OWNER'S REPRESENTATIVE. ALL RECORDED TEST DATA SHALL BE RECORDED BY THE OWNER'S REPRESENTATIVE, UNLESS APPROVED OTHERWISE. PULLOUT TESTING OF NAILS SHALL NOT BE PERFORMED UNTIL THE NAIL GROUT AND SHOTCRETE FACING HAVE ATTAINED AT LEAST 50 PERCENT OF THEIR SPECIFIED 28 -DAY COMPRESSIVE STRENGTHS. B. WHERE TEMPORARY CASING OF THE UNBONDED LENGTH OF EST NAILS . IS PROVIDED, THE CASING SHALL BE INSTALLED TO PREVENT ANY REACTION BETWEEN THE CASING AND THE GROUTED BOND LENGTH OF THE NAIL AND /OR THE STRESSING APPARATUS. 3.08.02 TESTING EQUIPMENT A. TESTING EQUIPMENT SHALL INCLUDE TWO DIAL GAUGES, A DIAL GAUGE SUPPORT, JACK AND PRESSURE GAUGE, A PUMP, AND A REACTION FRAME. B A MINIMUM OF TWO DIAL GAUGES CAPABLE OF MEASURING TO 0.001 -INCH SHALL BE AVAILABLE AT THE SITE TO MEASURE THE NAIL MOVEMENT. THE DIAL GAUGES SHALL HAVE A MINIMUM TRAVEL SUFFICIENT TO ALLOW THE TEST TO BE PERFORMED WITHOUT RE- SETTING THE DIAL GAUGE. THE DIAL GAUGES SHALL BE ALIGNED WITHIN 5 DEGREES OF THE AXIS OF THE NAIL AND SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SET-UP AND THE WALL. A HYDRAULIC JACK, PRESSURE GAUGE, AND PUMP SHALL BE USED TO APPLY AND MEASURE THE TEST LOAD. THE CONTRACTOR SHALL PROVIDE RECENT CALIBRATION CURVES IN ACCORDANCE WITH THE SUBMITTALS SECTION. C. THE JACK AND PRESSURE GAUGE SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE GAUGE SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS AND SHALL HAVE A RANGE NOT EXCEEDING TWICE THE ANTICIPATED MAXIMUM PRESSURE DURING TESTING UNLESS APPROVED OTHERWISE BY THE ENGINEER. THE RAM TRAVEL OF THE JACK SHALL BE SUFFICIENT TO ENABLE THE TEST TO BE PERFORMED WITHOUT RE- SETTING THE JACK. THE JACK SHALL BE CAPABLE OF APPLYING EACH TEST LOAD INCREMENT IN LESS THAN 1 MINUTE. D. THE JACK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THE NAIL SO THAT THE NAIL DOES NOT CARRY THE WEIGHT OF THE JACK. THE STRESSING EQUIPMENT SHALL BE PLACED OVER THE NAIL IN SUCH A MANNER THAT THE JACK, BEARING PLATES, AND STRESSING ANCHORAGE ARE IN ALIGNMENT. THE JACK SHALL BE POSITIONED AT THE BEGINNING OF THE TEST SUCH THAT UNLOADING AND REPOSITIONING OF THE JACK DURING THE TEST WILL NOT BE REQUIRED. E. THE REACTION FRAME SHALL BE SUFFICIENTLY RIGID AND OF ADEQUATE DIMENSION SUCH THAT EXCESSIVE DEFORMATION OF THE TEST APPARATUS REQUIRING REPOSITIONING OF ANY COMPONENTS DOES NOT OCCUR DURING TESTING. WHERE THE REACTION FRAME BEARS DIRECTLY CN THE SHOTCRETE FACING, THE REACTION FRAME SHALL BE DESIGNED TO PREVENT FRACTURE OF THE SHOTCRETE. 3.06.03 VERIFICATION TESTING OF SACRIFICIAL NAILS A. VERIFICATION TESTING IN EACH SOIL UNIT SHALL BE PERFORMED PRIOR TO INSTALLATION OF PRODUCTION NAILS IN THAT UNIT TO VERIFY THE CONTRACTOR'S INSTALLATION METHODS, NAIL PULLOUT CAPACITY, AND DESIGN ASSUMPTIONS. THE NAILS USED FOR THE VERIFICATION TESTS SHALL BE SACRIFICIAL AND SHALL NOT BE INCORPORATED AS PRODUCTION NAILS. PAYMENT FOR ADDITIONAL VERIFICATION TESTS REQUIRED DUE TO DIFFERING SITE CONDITIONS, AS DETERMINED BY THE ENGINEER, SHALL BE PER THE CONTRACT UNIT PRICE. B. TEST NAILS SHALL BE CONSTRUCTED USING THE SAME EQUIPMENT, METHODS, AND HOLE DIAMETER AS PLANNED FOR THE PRODUCTION NAILS. CHANGES IN THE DRILLING OR INSTALLATION METHOD MAY REQUIRE ADDITIONAL VERIFICATION TESTING AS DETERMINED BY THE ENGINEER AND SHALL BE PROVIDED AT NO ADDITIONAL COST TO THE OWNER. REVD DESIGN CARD CHECK REVIEW c 1 0 PROJECT No. 033 -1552 FILE No. 0331552000N100R0 INITIALS DATE MAM RDL 6/20/03 6/20/03 MAM 6/20/03 RDL 8/20/03 N7.00 3.06.03 VERIFICATION TESTING OF SACRIFICIAL NAILS (CONVD) C. THE UNBONDED LENGTH OF THE TEST NAIL SHALL BE AT LEAST 3 FEET UNLESS APPROVED OTHERWISE BY THE ENGINEER. THE BONDED LENGTH OF THE TEST NAIL SHALL BE DETERMINED BY THE ENGINEER BASED ON THE BAR GRADE AND SIZE SUCH THAT THE ALLOWABLE BAR LOAD IS NOT EXCEEDED, BUT SHALL NOT BE LESS THAN 10 FEET. THE ALLOWABLE BAR LOAD DURING TESTING SHALL NOT EXCEED 80 PERCENT OF THE STEEL ULTIMATE STRENGTH FOR GRADE 150 BARS OR 90 PERCENT OF THE YIELD STRENGTH FOR GRADE 60 AND GRADE 76 BARS. D. THE DESIGN TEST LOAD (DTL) DURING TESTING SHALL BE DETERMINED BY MULTIPLYING THE BOND LENGTH OF THE NAIL TIMES THE DESIGN ADHESION. VERIFICATION TEST NAILS SHALL BE INCREMENTALLY LOADED AND UNLOADED IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: LOAD HOLD TIME LOAD HOLD TIME AL 1 MINUTE 1.75DTL UNTIL STABLE 0.25DTL 10 MINUTES 1.5007E UNTIL STABLE 0.50DTL 10 MINUTES 1.250TL UNTIL STABLE 0.75DTL 10 MINUTES 1.000TL UNTIL STABLE 1.00DTL 10 MINUTES 0.75DTL UNTIL STABLE 1.25DTL 10 MINUTES 0.50DTL UNTIL STABLE 1.50DTL 60 MINUTES 0.25DTL UNTIL STABLE 1.75DTL 10 MINUTES AL UNTIL STABLE 2.00DTL 10 MINUTES D. THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGES SHOULD BE ZEROED AFTER THE F. EACH LOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. THE VERIFICATION TEST NAIL SHALL BE MONITORED FOR CREEP FOR 60 MINUTES AT THE 1.50 DTL LOAD INCREMENT. NAIL MOVEMENTS DURING THE CREEP PORTION OF THE TEST SHALL BE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 50, AND 60 MINUTES. E. THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05071. DIAL GAUGES SHOULD BE ZEROED AFTER THE F. EACH LOAD INCREMENT SHALL BE HELD FOR AT LEAST 10 MINUTES. THE VERIFICATION TEST NAIL SHALL BE MONITORED FOR CREEP FOR 60 MINUTES AT THE 1.50 DTI. LOAD INCREMENT. NAIL MOVEMENTS DURING THE CREEP PORTION OF THE TEST SHALL BE MEASURED AND RECORDED AT 1, 2, 3, 5, 6, 10, 20, 30, 50, AND 60 MINUTES. 3.06.04 PROOF TESTING OF PRODUCTION NAILS A. PROOF TESTING SHALL BE PERFORMED ON APPROXIMATELY 5 PERCENT OF THE PRODUCTION NAILS IN EACH SHOTCRETE LIFT AS DETERMINED BY THE OWNER'S REPRESENTATIVE. B. THE UNBONDED LENGTH OF THE TEST NAIL SHALL BE AT LEAST 3 FEET. THE BONDED LENGTH OF THE TEST NAIL SHALL BE DETERMINED BY THE OWNERS REPRESENTATIVE SUCH THAT THE ALLOWABLE BAR LOAD IS NOT EXCEEDED BUT SHALL NOT BE LESS THAN 10 FEET. THE ALLOWABLE BAR LOAD DURING TESTING SHALL NOT EXCEED 80 PERCENT OF THE STEEL ULTIMATE STRENGTH FOR GRADE 150 BARS OR 90 PERCENT OF THE STEEL YIELD STRENGTH FOR GRADE 60 AND GRADE 75 BARS. C. PROOF TEST NAILS SHALL BE INCREMENTALLY LOADED IN 0.25DTL INCREMENTS TO A MAXIMUM LOAD OF 1.5007E IN ACCORDANCE WITH THE FOLLOWING SCHEDULE: AL 0.75DTL 1.5007E 0.25DTL 1.00DTL 0.50DTL 1.25DTL D. THE ALIGNMENT LOAD (AL) SHOULD BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHOULD NOT EXCEED 0.05DTL. DIAL GAUGES SHOULD BE ZEROED AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. E. ALL INCREMENTS SHALL BE MAINTAINED WITHIN 5 PERCENT OF THE INTENDED LOAD. DEPENDING ON PERFORMANCE, EITHER A 10 MINUTE OR 60 MINUTE CREEP TEST SHALL BE PERFORMED AT 1.50071. NAIL MOVEMENT SHALL BE MEASURED AND RECORDED AT 1 MINUTES, 2, 3, 5, 6, AND 10 MINUTES. WHERE THE NAIL MOVEMENT BETWEEN 1 MINUTE AND 10 MINUTES EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD SHALL BE MAINTAINED AN ADDITIONAL 50 MINUTES AND MOVEMENTS SHALL BE RECORDED AT 20, 30, 50, AND 60 MINUTES. 3.06.05 TEST NAIL ACCEPTANCE CRITERIA A. A TEST NAIL SHALL BE CONSIDERED ACCEPTABLE WHEN: 1. FOR VERIFICATION TESTS, A CREEP RATE LESS THAN 0.08 INCHES PER LOG CYCLE OF TIME BETWEEN THE 6 AND 60 MINUTE READINGS IS OBSERVED DURING CREEP TESTING, AND THE RATE IS LINEAR OR DECREASING THROUGHOUT THE CREEP TEST LOAD HOLD PERIOD. 2. FOR PROOF TESTS, A CREEP RATE LESS THAN 0.04 INCHES PER LOG CYCLE OF TIME BETWEEN THE 1 AND 10 MINUTE READINGS IS OBSERVED OR A CREEP RATE LESS THAN 0.08 INCHES PER LOG CYCLE OF TIME BETWEEN THE 6 AND 60 MINUTE READINGS, AND THE CREEP RATE IS LINEAR OR DECREASING THROUGHOUT THE CREEP TEST LOAD HOLD PERIOD. 3. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS 80 PERCENT OF THE THEORETICAL ELASTIC ELONGATION OF THE TEST NAIL UNBONDED LENGTH. 4. A) PULLOUT FAILURE DOES NOT OCCUR DURING TESTING. PULLOUT FAILURE IS DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD SIMPLY RESULT IN CONTINUED PULLOUT MOVEMENT OF THE TEST NAIL. B) AT THE CONTRACTOR'S OPTION, SUCCESSFUL PROOF TEST NAILS MEETING THE ABOVE TEST ACCEPTANCE CRITERIA MAY BE INCORPORATED AS PRODUCTION NAILS, PROVIDED THAT (1) THE UNBONDED TEST LENGTH OF THE NAIL HOLE HAS NOT COLLAPSED DURING TESTING, (2) THE MINIMUM REQUIRED HOLE DIAMETER HAS BEEN MAINTAINED, AND (3) THE TEST NAIL LENGTH AND BAR SIZE ARE EQUAL TO OR GREATER THAN THE SCHEDULED PRODUCTION NAIL LENGTH AND BAR SIZE. TEST NAILS MEETING THESE REQUIREMENTS SHALL BE COMPLETED BY SATISFACTORILY GROUTING THE UNBONDED TEST LENGTH. MAINTAINING THE TEMPORARY UNBONDED TEST LENGTH FOR SUBSEQUENT GROUTING IS THE CONTRACTOR'S RESPONSIBILITY. 3.06.06 INADEQUATE TEST NAIL PERFORMANCE A. THE ENGINEER SHALL EVALUATE THE RESULTS OF EACH VERIFICATION TEST. INSTALLATION METHODS THAT DO NOT SATISFY THE NAIL TESTING REQUIREMENTS SHALL BE CONSIDERED INADEQUATE. THE CONTRACTOR SHALL PROPOSE ALTERNATIVE METHODS AND INSTALL REPLACEMENT VERIFICATION TEST NAILS. REPLACEMENT TEST NAILS SHALL BE INSTALLED AND TESTED AT NO ADDITIONAL COST TO THE OWNER. A. THE ENGINEER MAY REQUIRE THAT THE CONTRACTOR REPLACE SOME OR ALL OF THE PRODUCTION NAILS REPRESENTED BY THE INADEQUATE PROOF TEST NAIL. ALTERNATIVELY, THE ENGINEER MAY REQUIRE PROOF TESTING OF ADDITIONALLY INSTALLED PROOF TEST NAILS BE CONDUCTED TO VERIFY THAT ADJACENT PREVIOUSLY INSTALLED PRODUCTION NAILS HAVE SUFFICIENT LOAD CARRYING CAPACITY. COSTS DUE TO ADDITIONAL PROOF TESTS OR INSTALLATION OF ADDITIONAL OR MODIFIED NAILS AS A RESULT OF POOR PROOF TEST NAIL PERFORMANCE SHALL BE AT NO ADDITIONAL COST TO THE OWNER, UNLESS DETERMINED BY THE ENGINEER TO BE DUE TO CAUSES BEYOND THE CONTRACTOR'S CONTROL. 3.07 SOIL NAIL TOLERANCES A. THE SOIL NAILS SHALL NOT EXTEND BEYOND THE RIGHT -OF -WAY OR EASEMENT LIMITS SHOWN ON THE PLANS, UNLESS APPROVED OTHERWISE. BARS SHALL BE CENTERED WITHIN 1 INCH OF THE CENTER OF THE DRILLHOLE. INDIVIDUAL NAILS S'1ALL BE POSITIONED PLUS OR MINUS 12 INCHES FROM THE DESIGN LOCATIONS SHOWN IN THE PLANS. LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TO ONLY ONE NAIL AND NOT CUMULATIVE OVER LARGE WALL AREAS. THE NAIL INCLINATION SHALL BE PLUS OR MINUS 3 DEGREES OF THAT SHOWN IN THE PLANS. NAIL SPLAY ANGLE SHALL BE WITHIN PLUS OR MINUS 3 DEGREES. NAILS THAT ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BE RELOCATED BY THE ENGINEER AT THE OWNER'S COST. SOIL NAILS THAT DO NOT SATISFY THE SPECIFIED TOLERANCES DUE TO THE CONTRACTOR'S INSTALLATION METHODS SHALL BE REPLACED TO THE ENGINEER'S SATISFACTION AT NO ADDITIONAL COST TO THE OWNER. 3.07 SOIL NAIL TOLERANCES A. THE SOIL NAILS SHALL NOT EXTEND BEYOND THE RIGHT -OF -WAY OR EASEMENT LIMITS SHOWN ON THE PLANS, UNLESS APPROVED OTHERWISE. BARS SHALL BE CENTERED WITHIN 1 INCH OF THE CENTER OF THE DRILLHOLE. INDIVIDUAL NAILS SHALL BE POSITIONED PLUS OR MINUS 12 INCHES FROM THE DESIGN LOCATIONS SHOWN IN THE PLANS. LOCATION TOLERANCES SHALL BE CONSIDERED APPLICABLE TO ONLY ONE NAIL AND NOT CUMULATIVE OVER LARGE WALL AREAS. THE NAIL INCLINATION SHALL BE PLUS OR MINUS 3 DEGREES OF THAT SHOWN IN THE PLANS. NAIL SPLAY ANGLE SHALL BE WITHIN PLUS OR MINUS 3 DEGREES. NAILS THAT ENCOUNTER UNANTICIPATED OBSTRUCTIONS DURING DRILLING SHALL BE RELOCATED BY THE ENGINEER AT THE OWNER'S COST,' SOIL NAILS THAT DO NOT SATISFY THE SPECIFIED TOLERANCES DUE TO THE CONTRACTOR'S INSTALLATION METHODS SHALL BE REPLACED TO THE ENGINEER'S SATISFACTION AT NO ADDITIONAL COST TO THE OWNER. SECTION 02360 - SHOTCRETE FACING PART 1- GENERAL 1.01 DESCRIPTION A. THE WORK DESCRIBED IN THIS SECTION SHALL CONSIST OF FURNISHING ALL MATERIALS AND LABOR REQUIRED FOR PLACING REINFORCED SHOTCRETE FOR THE SOIL NAIL WALL. THE WORK SHALL INCLUDE PLACEMENT OF THICKNESS PINS OR FINISHING WIRES, AND PREPARATORY;TRIMMING AND CLEANING OF SOIL/ROCK SURFACES AND SHOTCRETE COLD JOINTS FOR THE SOIL NAIL WALLS SHOWN ON THE PLANS. B. SHOTCRETE SHALL COMPLY WITH THE REQUIREMENTS OF ACI 6062-94, "SPECIFICATION FOR SHOTCRETE", EXCEPT AS SPECIFIED OTHERWISE HEREIN. C. THE OWNER'S REPRESENTATIVE / SHOTCRETE INSPECTOR SHALL BE QUALIFIED TO INSPECT REINFORCEMENT AND SHOTCRETE PLACEMENT. 1.02 QUALITY ASSURANCE A. THE CONTRACTOR IS RESPONSIBLE FOR IMPLEMENTING A QUALITY ASSURANCE PROGRAM. ALL WORKERS, INCLUDING FOREMAN, NOZZLEMEN, FINISHERS AND DELIVERY EQUIPMENT OPERATORS, SHALL BE FULLY QUALIFIED TO PERFORM THE WORK. ALL NOZZLEMEN ON THIS PROJECT SHALL HAVE AT LEAST ONE YEAR OF ACCUMULATIVE EXPERIENCE IN THE PAST 3 YEARS IN SIMILAR SHOTCRETE APPLICATION WORK AND SHALL DEMONSTRATE ABILITY TO SATISFACTORILY PLACE THE MATERIAL IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 506.3R "GUIDE TO CERTIFICATION TO SHOTCRETE NOZZLEMEN", AND ANY LOCAL CODE REQUIREMENTS. B QUALIFICATION OF THE NOZZLEMEN SHALL BE BASED ON A VISUAL INSPECTION OF THE SHOTCRETE DENSITY AND VOID STRUCTURE AND ON ACHIEVING THE SPECIFIED 3-DAY AND 28- DAY COMPRESSIVE STRENGTH REQUIREMENTS DETERMINED FROM THE AVERAGE TEST RESULTS FROM THREE CORES EXTRACTED FROM EACH PRECONSTRUCTION AND PRODUCTION TEST PANEL. PRECONSTRUCTION AND PRODUCTION TEST PANELS, CORE EXTRACTION AND COMPRESSIVE STRENGTH TESTING SHALL BE CONDUCTED IN ACCORDANCE WITH ACI 506.2 -94 UNLESS SPECIFIED OTHERWISE HEREIN. C. THE CONTRACTOR SHALL NOTIFY THE OWNER'S REPRESENTATIVE NOT LESS THAN 2 DAYS PRIOR TO THE SHOOTING OF A QUALIFICATION PANEL. SHOTCRETE MIX AND EQUIPMENT USED TO MAKE QUALIFICATION TEST PANELS SHALL BE THE SAME AS THOSE TO BE USED FOR THE SOIL NAIL WALL. D. EACH FINISHER SHALL HAVE AT LEAST ONE YEAR OF ACCUMULATIVE EXPERIENCE IN THE PAST 3 YEARS IN SIMILAR STRUCTURAL SHOTCRETE APPLICATION WORK. 1.03 SUBMITTALS • A. SUBMIT IN ACCORDANCE WITH SECTION 01300 - SUBMITALS B. AT LEAST 15 DAYS PRIOR TO INITIATING THE WORK, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER: 1. WRITTEN DOCUMENTATION LISTING AT LEAST 6 SIMILAR SHOTCRETE WALLS SUCCESSFULLY COMPLETED WITHIN THE PAST 3 YEARS, INCLUDING PHOTOGRAPHS OF THE PROJECT AS WELL AS NAMES, ADDRESSES, AND PHONE NUMBERS OF THE OWNER'S REPRESENTATIVE. 2. WRITTEN DOCUMENTATION OF THE NOZZLEMEN AND FINISHERS QUALIFICATIONS AND PROPOSED METHOD OF SHOTCRETE PLACEMENT. 3. SHOP DRAWINGS PLANS ILLUSTRATING REINFORCING LAYOUT AND SCHEDULES. 4. SHOTCRETE MIX DESIGN INCLUDING: BRAND AND TYPE OF PORTLAND CEMENT TO BE USED; OURCE, GRADATION, AND QUALITY OF AGGREGATES AS SPECIFIED HEREIN; MIX PROPORTIONS BY WEIGHT; PROPOSED ADMIXTURES, AND THEIR MANUFACTURER, DOSAGE, AND TECHNICAL LITERATURE; AND COMPRESSIVE STRENGTH TEST RESULTS FROM THE MANUFACTURES RECORDS NO OLDER THAN 6 MONTHS VERIFYING THE 28-DAY COMPRESSIVE STRENGTH. 5. CERTIFIED MILL TESTS FOR ALL REINFORCING STEEL FROM EACH HEAT SPECIFYING THE MINIMUM ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION, AND COMPOSITION. 6. CERTIFICATIONS OF COMPLIANCE FOR BEARING PLATES, NUTS, AND CURING COMPOUNDS. 7. SPECIFICATION AND DATA FOR REVIEW ON EQUIPMENT PROPOSED FOR THE PROJECT INCLUDING SHOTCRETING AND COMPRESSED AIR EQUIPMENT, PROPOSED ACCESS ARRANGEMENTS, AND CAPACITIES. 8. METHODS OF CONTROLLING THE LOCATION OF TIME FINISH FACE AND DETERMINING SHOTCRETE THICKNESS. 2.01 GENERAL A. ALL MATERIALS FOR SHOTCRETE SHALL CONFORM TO THE FOLLOWING REQUIREMENTS. CEMENT - ASTM C160 / AASHTO M85, TYPE I. FINE AGGREGATE - ASTM C33 / AASHTO M8. COARSE AGGREGATE - AASHTO M-60, CLASS B FOR QUALITY. WATER - POTABLE, CLEAN, AND FREE FROM SUBSTANCES DELETERIOUS TO CONCRETE AND STEEL, OR THAT WOULD CAUSE STAINING.CHEMICAL ADMD(TURES ACCELERATOR FLUID TYPE, APPLIED AT NOZZLE, MEETING THE REQUIREMENTS HEREIN. WATER - REDUCER - ASTM C494 / AASHTO M194, TYPE AND SUPER - A, D, F,G. PLASTICIZER AIR - ENTRAINING ASTM C260 / AASHTO M154. AGENT MINERAL ADMIXTURES: FLY ASH - ASTM C818 / AASHTO M295, TYPE F OR G, CEMENT REPLACEMENT UP TO 35 PERCENT BY WEIGHT OF CEMENT. SILICA FUME ASTM C1240, 90 PERCENT MINIMUMSILICON DIOXIDE SOLIDS CONTENT, NOT TO EXCEEIV2 PERCENT BY WEIGHT OF CEMENT. WELDED WIRE FABRIC - ASTM A185 / AASHTO M55. REINFORCING BARS - ASTM A616 / AASHTO M31, GRADE 60, DEFORMED. CURING COMPOUNDS - AASHTO M148, TYPE ID OR TYPE 2. FILM PROTECTION - AASHTO M171 OR POLYETHYLENE FILM. 2.02 ADMIXTURES A. SHOTCRETE ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE ENGINEER. ADMIXTURES USED TO ENTRAIN AIR, TO REDUCE WATER - CEMENT RATIO, TO RETARD OR ACCELERATE SETTING TIME, OR TO ACCELERATE THE DEVELOPMENT OF STRENGTH, SHALL BE THOROUGHLY MIXED INTO THE SHOTCRETE AT THE RATE SPECIFIED BY THE MANUFACTURER UNLESS SPECIFIED OTHERWISE. ACCELERATING ADDITIVES SHALL BE COMPATIBLE WITH THE CEMENT USED, BE NON - CORROSIVE TO STEEL AND SHALL NOT PROMOTE OTHER DETRIMENTAL EFFECTS SUCH AS CRACKING OR EXCESSIVE SHRINKAGE. THE MAXIMUM ALLOWABLE CHLORIDE ION CONTENT OF ALL INGREDIENTS SHALL NOT EXCEED 0.10 PERCENT WHEN TESTED PER AASHTO 7260. 2.03 MATERIALS HANDLING AND STORAGE A. MATERIALS SHALL BE DELIVERED STORED AND HANDLED TO PREVENT CONTAMINATION, SEGREGATION, CORROSION OR DAMAGE. LIQUID ADMIXTURES SHALL BE STORED TO PREVENT EVAPORATION AND FREEZING. 2.04 SHOTCRETE MIX DESIGN A. AGGREGATES FOR SHOTCRETE SHALL MEET THE STRENGTH AND DURABILITY REQUIREMENT OF AASHTO M80 AND SHALL MEET THE FOLLOWING GRADATION REQUIREMENTS: PERCENT PASSING PERCENT PASSING SIEVE SIZE BY WEIGHT SIEVE SIZE BY WEIGHT 1/2 INCH 100 NO. 18 35-55 3/8 INCH 90-100 NO. 30 20-35 NO. 4 70-85 NO. 50 8-20 NO. 8 50-70 NO. 100 2 -10 A. CEMENT CONTENT SHALL BE AT LEAST 600 POUNDS PER CUBIC YARD. THE WATER/CEMENT RATIO SHALL NOT BE GREATER THAN 0.45. FOR WET -MIX SHOTCRETE EXPOSED TO FREEZING AND THAWING, THE AIR CONTENT AT THE TRUCK SHALL BE BETWEEN 7 TO 10 PERCENT WHEN TESTED IN ACCORDANCE WITH ASTM C231 / AASHTO T152. THE MIX SHALL BE PROPORTIONED TO BE PUMPABLE WITH THE CONCRETE PUMP FURNISHED FOR THE WORK. ADMIXTURES SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. C. SHOTCRETE SHALL BE PROPORTIONED TO PRODUCE A MIX CAPABLE OF ATTAINING A COMPRESSIVE STRENGTH OF 2000 PSI IN 3 DAYS AND 4000 PSI IN 28 DAYS. THE AVERAGE COMPRESSIVE STRENGTH OF EACH SET OF THREE CORES EXTRACTED FROM TEST PANELS OR WALL FACE MUST BE EQUAL TO OR EXCEED 85 PERCENT, WITH NO INDIVIDUAL CORE LESS THAN 75 PERCENT OF THE SPECIFIED COMPRESSIVE STRENGTH IN ACCORDANCE WITH ACI 506.2. THE BOILED ABSORPTION OF SHOTCRETE, WHEN TESTED IN ACCORDANCE WITH ASTM C642 AT 7 DAYS, SHALL BE LESS THAN 8.0 PERCENT. PART 3 - EXECUTION 3.01 SHOTCRETE MIXING AND BATCHING A. AGGREGATE AND CEMENT MAY BE BATCHED BY WEIGHT OR BY VOLUME IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM C94/ AASHTO M157. MIXING EQUIPMENT SHALL BE CAPACBLE OF THOROUGHLY MIXING THE MATERIALS IN SUFFICIENT QUANTITY TO MAINTAIN PLACING CONTINUITY. READY -MIX SHOTCRETE SHALL BE DELIVERED AND PLACED WITHIN 90 MINUTES OF BEING BATCHED UNLESS APPROVED OTHERWISE BY THE ENGINEER. 3.02 SHOTCRETE TEST PANELS 3.02.01 GENERAL A. PRECONSTRUCTION AND PRODUCTION SHOTCRETE TEST PANELS SHALL BE REQUIRED. PRECONSTRUCTION AND PRODUCTION TEST PANELS SHALL NOT BE DISTURBED OR MOVED WITHIN THE FIRST 24 HOURS AFTER SHOOTING. TEST PANELS SHALL BE FIELD CURED UNDER CONDITIONS SIMILAR TO THOSE ANTICIPATED FOR THE WORK, SHOTCRETING AND CORING OF TEST PANELS SHALL BE PERFORMED BY QUALIFIED PERSONNEL IN THE PRESENCE OF THE OWNER'S REPRESENTATIVE. B. THE CONTRACTOR SHALL PROVIDE EQUIPMENT, MATERIALS, AND PERSONNEL AS NECESSARY TO OBTAIN SHOTCRETE CORES FOR TESTING INCLUDING CONSTRUCTION OF TEST PANEL BOXES, FIELD CURING REQUIREMENTS AND CORING. COMPRESSIVE STRENGTH TESTING WILL BE PERFORMED BY THE OWNER. SHOTCRETE WILL BE ACCEPTED BASED ON THE 28 -DAY STRENGTH. THE FREQUENCY SPECIFIED FOR TEST PANELS IS APPROXIMATE. A GREATER OR LESSER NUMBER OF PANELS MAY BE MADE AS REQUIRED BY THE ENGINEER. C. THE CONTRACTOR SHALL PROVIDE EQUIPMENT, MATERIALS, AND PERSONNEL AS NECESSARY TO OBTAIN SHOTCRETE CORES FOR TESTING INCLUDING CONSTRUCTION OF TEST PANEL BOXES, FIELD CURING REQUIREMENTS AND CORING. COMPRESSIVE STRENGTH TESTING WILL BE PERFORMED BY THE OWNER. SHOTCRETE WILL BE ACCEPTED BASED ON THE 28-DAY STRENGTH. THE FREQUENCY SPECIFIED FOR TEST PANELS IS APPROXIMATE. A GREATER OR LESSER NUMBER OF PANELS MAY BE MADE AS REQUIRED BY THE ENGINEER. 3.02.03 PRODUCTION TEST PANELS A. THE CONTRACTOR SHALL FURNISH AT LEAST ONE PRODUCTION TEST PANEL, OR, IN LIEU OF PRODUCTION TEST PANELS, SIX 3 -INCH DIAMETER CORES FROM THE SHOTCRETE FACE DURNG THE FIRST APPLICATION OF SHOTCRETE AND HENCEFORTH FOR EVERY OTHER APPLICATION OF SHOTCRETE, OR EVERY 5000 SQ. FT., OR EVERY 60 CU. YDS., WHICHEVER IS LESS. THE PRODUCTION TEST PANELS SHALL BE CONSTRUCTED SIMULTANEOUSLY WITH THE SHOTCRETE FACING INSTALLATION AT TIMES DESIGNATED BY THE OWNER'S REPRESENTATIVE. THE PRODUCTION TEST PANELS SHALL HAVE MINIMUM DIMENSIONS OF 18" X 18" X 6 ". 3.03 SHOTCRETE ALIGNMENT CONTROL A ALIGNMENT WIRES AND /OR THICKNESS CONTROL PINS SHALL BE PROVIDED AS NECESSARY TO ESTABLISH AND MAINTAIN THE MINIMUM SHOTCRETE THICKNESS SHOWN ON THE PLANS. THE MAXIMUM DISTANCE BETWEEN WIRES AND /OR THICKNESS CONTROL PINS ON ANY SURFACE SHALL BE EQUAL TO THE VERTICAL NAIL SPACING. THE CONTRACTOR SHALL ENSURE THAT ALIGNMENT WIRES ARE TIGHT, TRUE TO LINE, AND PLACED TO ALLOW FURTHER TIGHTENING. 3.04 SURFACE PREPARATION A. PRIOR TO SHOTCRETING THE UNGROUTED ZONE ABOVE THE NAIL GROUT AT THE EXCAVATION CUT FACE (BIRDS BEAK), THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS FROM THE SURFACE OF THE GROUT AND PREPARE THE JOINT IN ACCORDANCE WITH ALL REQUIREMENTS FOR JOINT PREPARATION SPECIFIED HEREIN. B. THE CONTRACTOR SHALL REMOVE ALL LOOSE MATERIALS AND LOOSE DRIED SHOTCRETE FROM PREVIOUS PLACEMENT OPERATIONS AND FROM ALL RECEIVING SURFACES BY METHODS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. THE REMOVAL SHALL BE ACCOMPLISHED IN SUCH A MANNER AS NOT TO LOOSEN, CRACK, OR SHATTER THE SURFACES TO RECEIVE THE SHOTCRETE. ANY SURFACE MATERIAL THAT, IN THE OPINION OF THE OWNER'S REPRESENTATIVE, IS SO LOOSENED OR DAMAGED SHALL BE REMOVED TO SUFFICIENT DEPTH TO PROVIDE A BASE THAT IS SUITABLE TO RECEIVE THE SHOTCRETE. MATERIAL THAT LOOSENS AS THE SHOTCRETE IS APPLIED SHALL BE REMOVED. SHOTCRETE SHALL NOT BE PLACED ON FROZEN SURFACES. 3.05 DELIVERY AND APPLICATION A. A CLEAN, DRY, OIL -FREE SUPPLY OF COMPRESSED AIR SUFFICIENT FOR MAINTAINING ADEQUATE NOZZLE VELOCITY FOR ALL PARTS OF THE WORK AND FOR SIMULTANEOUS OPERATION OF A BLOW PIPE FOR CLEANING AWAY REBOUND SHALL BE MAINTAINED AT ALL TIMES. THE EQUIPMENT SHALL BE CAPABLE OF DELIVERING THE PREMIXED MATERIAL ACCURATELY, UNIFORMLY, AND CONTINUOUSLY THROUGH THE DELIVERY HOSE. B. THE SHOTCRETE SHALL BE APPLIED FROM THE LOWER PART OF THE WORK AREA UPWARDS TO PREVENT ACCUMULATION OF REBOUND ON UNCOVERED SURFACES. THICKNESS, METHODS OF SUPPORT, AIR PRESSURE, AND RATE OF PLACEMENT OF SHOTCRETE SHALL BE CONTROLLED TO PREVENT SAGGING OR SLOUGHING OF FRESHLY APPLIED SHOTCRETE. WHERE SHOTCRETE IS USED TO COMPLETE THE UNGROUTED ZONE OF THE NAIL DRILL HOLE NEAR THE EXCAVATION CUT FACE, THE NOZZLE SHALL BE POSITIONED INTO THE MOUTH OF THE DRILLHOLE TO COMPLETELY FILL THE VOID. REBOUND SHALL NOT BE WORKED BACK INTO THE PLACEMENT NOR SHALL THE REBOUND BE SALVAGED. REBOUND THAT DOES NOT FALL CLEAR OF THE WORKING AREA SHALL BE REMOVED. THE NOZZLE SHALL BE HELD AT A DISTANCE AND AT AN ANGLE APPROXIMATELY PERPENDICULAR TO THE WORKING FACE SO THAT REBOUND WILL BE MINIMAL AND COMPACTION WILL BE MAXIMIZED. THE NOZZLE SHOULD BE ROTATED STEADILY IN A SMALL CIRCULAR PATTERN. C. SHOTCRETE PLACEMENT SHALL BE BY THE BENCH GUNNING METHOD WHEN THE THICKNESS OF THE SHOTCRETE LAYER IS 8 N. OR GREATER. THE GUNNING METHOD SHALL CONSIST OF BUILDING UP A THICK LAYER OF SHOTCRETE FROM THE BOTTOM OF THE LIFT AND MAINTAINING THE TOP SURFACE AT APPROXIMATELY A 45-DEGREE SLOPE. 3.06 VISUAL OBSERVATION A. A CLEARLY DEFINED PATTERN OF CONTINUOUS HORIZONTAL OR VERTICAL RIDGES OR DEPRESSIONS AT THE REINFORCING ELEMENTS AFTER THEY ARE COVERED WILL BE CONSIDERED INDICATION OF INSUFFICIENT COVER OF REINFORCEMENT OR POOR APPLICATION AND PROBABLE VOID. IN THIS CASE, THE WORK SHALL BE IMMEDIATELY SUSPENDED AND THE WORK CAREFULLY INSPECTED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR SHALL IMPLEMENT AND COMPLETE CORRECTIVE MEASURES PRIOR TO RESUMING THE SHOTCRETE OPERATIONS. B. THE SHOTCRETING PROCEDURE MAY BE CORRECTED BY ADJUSTING THE NOZZLE DISTANCE AND ORIENTATION PERPENDICULAR TO THE SURFACE, ADJUSTING THE WATER CONTENT OF THE SHOTCRETE MIX, OR OTHER MEANS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. ALL OVERSPRAY AND REBOUND SHALL BE REMOVED FROM THE SURFACE. 3.07 DEFECTIVE SHOTCRETE A. A CLEARLY DEFINED PATTERN OF CONTINUOUS HORIZONTAL OR VERTICAL RIDGES OR DEPRESSIONS AT THE REINFORCING ELEMENTS AFTER THEY ARE COVERED WILL BE CONSIDERED INDICATION OF INSUFFICIENT COVER OF REINFORCEMENT OR POOR APPLICATION AND PROBABLE VOID. IN THIS CASE, THE WORK SHALL BE IMMEDIATELY SUSPENDED AND THE WORK CAREFULLY INSPECTED BY THE OWNER'S REPRESENTATIVE. THE CONTRACTOR SHALL IMPLEMENT AND COMPLETE CORRECTIVE MEASURES PRIOR TO RESUMING THE SHOTCRETE OPERATIONS. 3.08 CONSTRUCTION JOINTS A CONSTRUCTION JOINTS SHALL BE WATERTIGHT AND UNIFORMLY TAPERED TOWARD THE EXCAVATION FACE OVER A MINIMUM DISTANCE EQUAL TO THE THICKNESS OF THE SHOTCRETE LAYER. THE SURFACE OF THE JOINTS SHALL BE ROUGH, CLEAN, SOUND AND DAMP. THE HARDENED SURFACE SHALL BE CLEANED OF ALL LAITANCE, FOREIGN SUBSTANCES, WASHED WITH CLEAN WATER, AND WETTED THOROUGHLY PRECEDING PLACEMENT OF FRESH SHOTCRETE. 3,09 FINISH A SHOTCRETE FINISH SHALL BE EITHER AN UNDISTURBED GUN FINISH AS APPLIED FROM THE NOZZLE, A SCREEDED FINISH, OR A WOOD OR STEEL TROWELED FINISH, UNLESS SHOWN OTHERWISE ON THE PLANS. 3.10 ATTACHMENT OF THE NAIL HEAD CONNECTION HARDWARE A. FOR TEMPORARY SHOTCRETE FACINGS, THE BEARING PLATE SHALL BE WET -SET WHILE THE SHOTCRETE IS PLASTIC TO ASSURE FULL SHOTCRETE BEARING BEHIND THE PLATE. HOWEVER, THE RETENTION NUT SHALL ONLY BE HAND TIGHTENED SUCH THAT FULL BEARING IS ACHIEVED WITHOUT EXCESSIVELY SQUEEZING FRESH SHOTCRETE OUT FROM UNDER THE PLATE. B. FOR PERMANENT SHOTCRETE FACINGS, THE HEADED -STUD PLATE SHALL BE LOCATED WITHIN THE WALL SUCH THAT THE PROPER SHOTCRETE COVER IS PROVIDED AS SHOWN ON THE PLANS. IN ADDITION, THE PLATE, WASHER, AND NUT SHALL BE PULLED UP FLUSH TOGETHER BY WIRING TO THE REINFORCEMENT OR OTHER MEANS NECESSARY TO ASSURE ADEQUATE CONTACT BETWEEN THESE PARTS. 3.11 CURING 3.11.01 GENERAL A. TEMPORARY SHOTCRETE SHALL NOT REQUIRE CURING. B. PERMANENT SHOTCRETE SHALL BE PROTECTED FROM LOSS OF MOISTURE FOR AT LEAST 7 DAYS AFTER PLACEMENT. WHEN SHOTCRETE IS BEING PROTECTED FROM LOW TEMPERATURES, CURING SHALL BE TERMINATED NO SOONER THAN ONE DAY AFTER THE REMOVAL OF LOW TEMPERATURE PROTECTION. CURING OF SHOTCRETE SHALL BE BY METHODS THAT WILL KEEP SHOTCRETE SURFACES ADEQUATELY WET AND PROTECTED DURING THE SPECIFIED PERIOD. CURING SHALL COMMENCE WITHIN ONE HOUR OF SHOTCRETE APPLICATION. WHEN THE AMBIENT TEMPERATURE EXCEEDS 80 DEGREES FAHRENHEIT, THE CONTRACTOR SHALL PLAN THE WORK SUCH THAT CURING CAN COMMENCE IMMEDIATELY AFTER FINISHING. CURING SHALL BE COMPLETED IN ACCORDANCE WITH THE FOLLOWING REQUIREMENTS. 3.11.02 WATER CURING A. THE RATE OF WATER APPLICATION SHALL BE REGULATED TO PROVIDE COMPLETE SURFACE COVERAGE WITH A MINIMUM OF RUNOFF. 3.11.03 MEMBRANE CURING A. CURING COMPOUNDS SHALL NOT BE USED ON ANY SURFACES AGAINST WHICH ADDITIONAL SHOTCRETE OR OTHER CEMENTITIOUS FINISHING MATERIALS ARE TO BE BONDED ULESS THE SURFACE IS THOROUGHLY SANDBLASTED IN A MANNER ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. MEMBRANE CURING COMPOUNDS SHALL BE SPRAY APPLIED AS QUICKLY AS PRACTICAL AFTER INITIAL SHOTCRETE SET AT A COVERAGE OF NOT LESS THAN 40 SQ. FT. PER GALLON. 3.11.04 FILM CURING A. FILM CURING WITH POLYETHYLENE SHEETING MAY BE USED TO SUPPLEMENT WATER CURING ON SHOTCRETE THAT WILL BE COVERED LATER WITH ADDITIONAL SHOTCRETE OR CONCRETE. THE SHEETING SHALL COMPLETELY COVER ALL SURFACES, AND HAVE EDGES OVERLAPPED FOR PROPER SEALING AND ANCHORAGES. 3.12 WEATHER LIMITATIONS A. SHOTCRETE SHALL NOT BE PLACED IN COLD WEATHER UNLESS ADEQUATELY PROTECTED WHEN THE AMBIENT TEMPERATURE IS BELOW 40' F AND FALLING AND /OR WHEN THE SHOTCRETE IS LIKELY TO BE SUBJECTED TO FREEZING TEMPERATURES BEFORE REACHING A MINIMUM STRENGTH OF 750 PSI. COLD WEATHER PROTECTION SHALL BE MAINTAINED UNTIL THE STRENGTH OF THE IN -PLACE SHOTCRETE IS GREATER THAN 760 PSI. COLD WEATHER PROTECTION SHALL INCLUDE HEATING UNDER TENTS, BLANKETS OR OTHER MEANS ACCEPTABLE TO THE OWNER'S REPRESENTATIVE. THE TEMPERATURE OF THE SHOTCRETE, WHEN DEPOSITED, SHALL BE NOT LESS THAN 50' F NOR MORE THAN 80' F. THE AIR IN CONTACT WITH SHOTCRETE SURFACES SHALL BE MAINTAINED AT TEMPERATURES ABOVE 32' F FOR A MINIMUM OF 7 DAYS. B. SHOTCRETE APPLICATION SHALL ALSO BE SUSPENDED DURING HIGH WINDS AND HEAVY RAINS WHEN IN THE OPINION OF THE OWNER'S REPRESENTATIVE THE QUALITY OF THE APPLICATION IS NOT ACCEPTABLE. NEWLY PLACED SHOTCRETE EXPOSED TO RAIN THAT WASHES OUT CEMENT OR OTHERWISE MAKES THE SHOTCRETE UNACCEPTABLE TO THE OWNER'S REPRESENTATIVE SHALL BE REMOVED AND REPLACED. THE CONTRACTOR SHALL PROVIDE ADEQUATELY SECURED POLYETHYLENE SHEETING OR EQUIVALENT WHEN ADVERSE EXPOSURE TO WEATHER IS ANTICIPATED. 3.13 TOLERANCES A. THE TOLERANCES FOR TEMPORARY AND PERMANENT SHOTCRETE FACINGS SHALL BE IN ACCORDANCE WITH THOSE LISTED IN THE FOLLOWING TABLE: TEMPORARY SHOTCRETE VERTICAL LOCATION OF SHOTCRETE JOINT 12" THICKNESS OF SHOTCRETE - 0.5' HORIZONTAL LOCATION OF REINFORCEMENT 1" REINFORCING LAP LENGTH - 1" REINFORCEMENT SPACING 1" DEVIATION FROM PLANENESS WA IN A 10 -FOOT DISTANCE LOCATION OF STUDS ON PLATE N/A SECTION 02370 - SHORING WALL MONITORING PART I - GENERAL 1.01 DESCRIPTION PERMANENT SHOTCRETE 6" - 0.5" 0.5" -1" 1" 0.5" 0.25" A. CONSTRUCTION MONITORING OF THE SOIL NAIL WALLS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND SHALL CONSIST OF CONTROLLED SURVEYING AS DESCRIBED IN THIS SECTION. CONTROLLED SURVEYING SHALL BE PERFORMED TO DETERMINE: (A) ELEVATION AND PLAN LOCATION OF MONITORING POINTS; AND (B) VERTICAL AND HORIZONTAL MOVEMENT OF THE MONITORING POINTS. B. MONITORING POINTS SHALL CONSIST OF BOLTS OR RODS EMBEDED INTO THE OBJECT OF INTEREST, OR CROSS -HAIRS SCRIBED ONTO A PLATE THAT IS ATTACHED TO THE FACE OF THE OBJECT OF INTEREST. ACCURACY SHALL BE TO +/- 0.005 FT. B. MONITORING POINTS SHALL BE ESTABLISHED: (A) AT THE TOP OF THE SOIL NAIL WALLS AND SPACED NO CLOSER THAN 25 FEET ON CENTER AROUND THE ENTIRE WALL PERIMETER; AND (B) ON ALL EXISTING STRUCTURES, TPACKS, ETC. THAT ARE SENSITIVE TO MOVEMENT AND WITHIN 20 FEET OF THE EXCAVATION. 1.02 MONITORING FREQUENCY A. IN GENERAL, SURVEY AND REPORTING OF MOVEMENT OF MONITORING POINTS SHALL OCCUR TWICE WEEKLY, UNLESS THE PROGRESS OFCONSTRUCTION DICTATES A LESS OR MORE FREQUENT SURVEY. IF ANY MOVEMENTS EXCEED?, MONITORING FREQUENCY SHALL BE INCREASED TO A DAILY SURVEY IN THE AREAS OF CONCERN. IF ANY MOVEMENTS EXCEED 1 ", REMEDIAL MEASURES WILL BE CONSIDERED. REVD DESIGN CADD CHECK RDL REVIEW RDL INITIALS MAN MAM N7.01 0 z z 0 r t 0 I- Z IL X co r W Z W 3 Wicia T. T WO LL co H PROJECT No. O33 -1552 FILE No. 0331 552000N 100R0 DATE 6/20/03 8/20/03 8/20/03 6/20/03 ii i i ii Inch 1/16 1 I 4I I . Nasitart® y • 96 VI 1. El. 3 1.11. OL 6 8 L 9 9 1' C Z 6 W3 ii ii. iil11111111111111 iiiiliiii�iiiil i